DETAILED GEOTECHNICAL

INVESTIGATION FOR
JAZAN REFINERY EMERGENCY DIESEL
GENERATOR PROJECT, JAZAN
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Geotechnical File No.: 2017/133 Rev.2 3
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PREPARED FOR:

M/S SEPCO
JIGCC POWER BLOCK (EPC-4) PROJECT, JAZAN
KINDOM OF SAUDI ARABIA

PREPARED BY:

AED EID AL OSAIMI ENGINEERING CONSULTING OFFICE

P.O. BOX # 1736, AL-KHOBAR 31952
KINGDOM OF SAUDI ARABIA

MARCH 2018
 Geotechnical File No. : 2017/133 Rev.3

CONTENTS

Page #
EXECUTIVE SUMMARY 1

1. INTRODUCTION
1.1 General Project Description and Facilities 7
1.2 Purpose and Scope of Work 7

2. SITE CONDITIONS
2.1 Site Local Geology and General Description 9
2.2 Potential Geologic Hazards 9
2.3 Site Classification as ASCE 7-05 10
2.4 Liquefaction Analysis 10
2.5 Site topography & surface features 11

3. SUBSURFACE CONDITIONS
3.1 Stratigraphy 14
3.2 Subsurface Material Properties and General Description 14
3.3 Groundwater Table Depths 15

4. FIELD INVESTIGATIONS
4.1 Summary of Operations 16
4.2 Description of Sampling Procedures 16
4.2.1 Standard Penetration Tests 16
4.3 Logs of Borings 18
4.4 Other in-situ tests 18
4.4.1 Piezo cone Penetration Tests 18
4.4.2 Soil Electrical resistivity Tests 19
4.4.3 Plate Load Tests 20
4.4.4 Seismic cross-hole Test 21
4.4.5 Excavation of test pits and Collection of bulk samples 22

5. LABORATORY TESTS
5.1 Description of Tests 23
5.2 Presentation and Discussion of Test Results 23
5.2.1 Borehole Samples 23
5.2.2 Bulk Samples 24
5.3 Chemical Analysis of Soils & Water 25

6. FOUNDATION RECOMMENDATIONS
6.1 General 26
6.2 Geo-technical Evaluation 27
6.3 Shallow foundations 29
6.3.1 Criteria 29
6.3.2 Net Allowable bearing capacities 30
6.3.3 Settlement Analysis 30
6.3.4 Other settlement considerations 33
6.3.5 Increase in bearing capacity short loading & blasting 34
6.3.6 Foundation stability 34

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6.4 Mat Foundations 34

6.5 Soil Improvement 36
6.6 Pile foundations 37
6.6.1 General 37
6.6.2 Analysis 39
6.6.3 Lateral response of piles 40
6.6.4 Pile groups 42
6.6.5 Pile Installation considerations 42
6.6.6 Pile load testing 42
6.6.7 Pile Integrity testing 43
6.7 Foundations for Vibrating Equipment 43
6.7.1 Machines supported by Block foundations 43
6.7.2 Parameters from Cross-hole Tests 44
6.7.3 Spring Constant & Damping in soils 45

7. CONSTRUCTION CONSIDERATIONS 47
7.1 Site Preparation 47
7.2 Excavation Considerations 47
7.3 Fill Considerations 48
7.4 Drainage Provisions 50
7.5 Erosion Protection 51
7.6 Foundation Protection 52
7.7 Pavement Considerations 54

8. GENERAL COMMENTS AND LIMITATIONS 56

9. SELECTED REFERENCES 58

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ILLUSTRATIONS

Figure.
Vicinity Map 1
Boreholes & Other Field tests location Map 2
Measured SPT-N values of Boreholes 3
Estimated SPT-N60 values of Boreholes 4
Settlement from Adjacent Footings 5
Limiting Angular Distortion 6
Six modes of vibration for a foundation 7
Displacement Amplitude Limits 8
Strain Modulus Relation for Sands 9
Block on Elastic Half-Space 10
Concrete Exposure Type 11 thru 11(b)
Net Allowable loads on piles 12
Lateral load vs. deflection curves-Free head 13 thru 13(a)
Lateral load vs. deflection curves-Fixed head 14 thru 14(a)
Maximum bending moment curves-Free head 15 thru 15(a)
Maximum bending moment curves-Fixed head 16 thru 16(a)

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APPENDIX-A
(Borehole Data)

Figure

Borehole Logs A-1 thru A-10

Symbols A-11

Unified Soil Classification (ASTM D-2487) A-12

APPENDIX- B
(Laboratory Test Data of Borehole Samples)

Figure
Summary of Laboratory Test Results on BH Samples B-1 thru B-5
Chemical test results of Borehole Water Samples B-5(a)
Gradation Charts B-6 thru B-15(a)
Plasticity Charts B-16 thru B-21
Direct Shear Test Plots B-22 thru B-23
Unconfined Compression Test Plots of cohesive soils B-24
Consolidation Test Plots B-25

APPENDIX-C
(Settlement Analysis Computations)

Settlement calculations – Schmertmann’s Method C-1

Modified Strain Influence Factor Diagrams C-2
Settlement files of Mat Foundation C-3 thru C-3c
Typical Settlement charts using Settle 3D & CPT based C-4 thru C-12

APPENDIX-D
(Piezo-cone Penetration Test Data)

Piezo-cone Penetration Tests Plots D-1 thru D-10

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APPENDIX-E
(Electrical Resistivity Test Data)

Wenner Field Array- Schematic Diagram E-1

Electrical Resistivity and Electrode Spacing Plots E-2 thru E-3
Correlation Between Corrosivity & Soil Resistivity E-4

APPENDIX-F
(Plate Load Test Data)

Schematic arrangement of Plate Load test F-1

Pressure vs. settlement curves F-2 thru F-3

APPENDIX – G
(Seismic Cross-hole Test Data)
Schematic Layout of Seismic Cross-hole Survey G-1
Borehole log @ shot hole location G-2
Summary of laboratory test results G-3
Plots of Velocities and Dynamic Soil Properties G-4 thru G-4(a)

APPENDIX-H
(Laboratory Test Data of Bulk Samples)

Test Pit Logs H-1 thru H-2

Summary of Laboratory Test Results H-3

Classification of Soils as Per ASTM D-2487 H-4

Classification of Soils And Soil-Aggregate Mixtures For Highway H-5

Purposes as Per ASTM D-3282
Gradation Chart for Soils H-6 thru H-7(a)

Plasticity Chart for Soils H-8

Moisture Density Relationship H-9 thru H-10

CBR Plots H-11 thru H-12(a)

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APPENDIX-I
(Site classification & Liquefaction Analysis)

Site classification criteria as per ASCE 07-05 I-1 & i-1(a)

Typical site classification assessment I-2 thru I-3

Liquefaction potential assessment I-4 thru I-5

APPENDIX-J
(Calibration Certificates)

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 Geotechnical File No: 2017/133 Rev.3

GEOTECHNIAL INVESTIGATION FOR

JAZAN REFINERY EMERGENCY DIESEL GENERATOR
PROJECT, K. S. A
(Geotechnical File No: 2017/133)

EXECUTIVE SUMMARY

A. General

Saudi Aramco (SA) intends to construct a 400 MBD per day grassroots refinery and
hydrocarbon terminal facilities within the Jazan Economic City (JEC) development,
located in the South-West of Saudi Arabia bounded with the coastline of the Red sea
to the west of the town of Baish, approximately 80 km north of Jazan City. Project
Locality Map is shown in Figure 1.

SAUDI ARAMCO is the Project Manager. Ayed Eid Al-Osaimi Engineering

Consulting Office (OEO) was assigned by SEPCO to carry out the Geotechnical
Investigation for the Jazan Refinery Emergency Diesel Generator Project via their
Purchase Order Number: PO-PGB-GI-0061.

Eight (8) new emergency Diesel Generator units available to supply power 2.5 MW
@ 13.8kV are proposed to be installed in the plant to provide emergency power
supply to the refinery plant. These generators will be connected to a 13.8kV
Switchgear located in the proposed new Emergency Diesel generator building. The
Switchgear shall be interconnected with the refinery substation-352 by redundant
13.8kV feeders. A substation SS-110 in the power block # 1 will be connected to the
proposed new Station through redundant feeders. Accordingly, this Geotechnical
Investigation is intended to develop engineering recommendations for the bearing
capacities and settlements concerned with the proposed Emergency Diesel
Generator substation.

The geotechnical investigation comprised drilling a total of 10 boreholes, 10 Piezo-

Cone Penetration Tests, 2 electrical resistivity tests, 1 cross-hole test, 2 Plate Load
Tests and Excavation of Test Pits at 2 locations and collection of bulk samples for

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laboratory testing at each test pit location. Plan showing boreholes and other tests
locations is included in Figures 2.

This report presents the findings of the geotechnical investigation, an assessment of

the geotechnical conditions and geotechnical recommendations for foundations &
other.

B. Stratigraphy, Topography & Groundwater

The stratigraphy from the field and laboratory test data of a ten (10) boreholes in
general revealed the presence of primarily granular soils with scattered fine grained
soils within the depths of investigation (20m). All ten boreholes indicate presence of
fine grained soils at different depths within the explored depths of investigation.

Based on the corrected Standard Penetration Tests (SPT) N60-values and

correlations as presented in Table 2, the compactness of the granular soils has been
observed to be vary from loose to very dense and consistency of the fine-grained
soils has been observed to be stiff to hard except for a medium stiff layer at a depth
of 6m in boreholes BH-3 & BH-7. Detailed depths of presence of loose granular soils
and fine grained soils across the site can be viewed in Figures 3 thru 4.

Stabilized ground water table (GWT) levels were measured in the boreholes 24 hours
or more after completion of borehole drilling. The depth of ground water table in each
bore hole is reported in bore logs (Appendix A), and also summarized in Table 1. The
ground water table existed within the depths of 11.55m to 11.7m below existing
ground levels across the study area, during the period of field work in January 2018.
A possible fluctuation of about 1.0-1.5m is considered due to tidal fluctuations and
site and seasonal variations.

Existing ground elevations within the study test locations (as presented in Table 1)
varied between +12.52m & +12.74m.

C. Site Class & Liquefaction

Based on Site Class assessment considering critical boreholes data, Class D is

assigned to current study area. According to SAES-A-112, the Peak Ground
Acceleration for the current study site is 0.1g, where g is the gravity acceleration. An

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amplification factor of 1.6 for Site Seismic Class D and Earthquake Magnitude of 6.5
were adopted in the liquefaction analysis. Liquefaction analysis has been carried out
for proposed project site considering critical borehole profiles and the analysis of the
critical borehole indicated that liquefaction is unlikely. Figures I-4 thru I-5, Appendix-I
presents typical illustrative procedure of estimation of liquefaction potential.

D. Recommendations

The Project includes the construction of Substation Building, Transformer Foundation

and EDG Foundations. Based on the information furnished by the Client, the applied
stresses due to all structures are relatively light and can be supported by shallow
foundations except substation building. Specific footing sizes & depths provided by
the Client are considered in the analysis for both Substation & EDG foundations.
Analysis has been carried out considering both Settle 3D software program & CPT
based Schmertmann’s method and least selected Net allowable bearing capacity
values are presented in the following tables for permissible settlement of 25mm.

Net Allowable Bearing Capacities (kN/m2) of Spread Footings

Footing Design
Recommended
Depth Footing Applied meeting
Boreholes Net Allowable
Structure (m) Size Stresses Criteria
Covered bearing capacity
below (m x m) (kN/m2)
(KN/m2 )
EGL
EDG Equipment Yes
Foundation & 1.5 4.5 x 15.0 60 36
Car Park shed *BH-10 &
Car Parking CPT-10 100 40 Yes
2.0 2.1 x 2.8
Shelter
Lighting Pole 1.5 2.55 x 2.55 100 4 Yes
EDG Equipment Yes
BH- 9 & 1.5 4.5 x 15.0 85 36
Foundation
*CPT-9
Lighting Pole 1.5 2.55 x 2.55 100 4 Yes
EDG Equipment Yes
BH- 7 & 1.5 4.5 x 15.0 85 36
Foundation
*CPT-8
Lighting Pole 1.5 2.55 x 2.55 100 4 Yes
EDG Equipment Yes
BH- 2 1.5 4.5 x 15.0 100 36
Foundation
EDG Equipment BH- 6 & Yes
1.5 4.5 x 15.0 85 36
Foundation *CPT-5
EDG Equipment Yes
1.5 4.5 x 15.0 100 36
Foundation
*CPT-6
Transformer 1.5 2.35 x 2.7 150 45 Yes
Lighting Pole 1.5 2.55 x 2.55 150 4 Yes
*Critical profile; EGL: Existing Ground Level

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From above Table it is noted that all structures are meeting the required design
criteria. Therefore, ground improvement is not required for above structures based on
given applied stresses.

The analysis has been carried out for the given mat size 24 m x 70 m and with a
depth of 0.7m below EGL using the Settle 3D computer software, considering critical
soil profile under substation building. Accordingly, Net allowable bearing capacity for
permissible settlement 50mm of mat foundations is presented in below Table.

Net Allowable Bearing Capacities (kN/m2) of Mat Footings

Structure Boreholes Footing Footing Size Recommended Applied Design

Covered Depth (m) (m x m) NABC for Stress Meeting
below Permissible (kPa) Criteria
EGL Settlement of
50 mm
Substation BH-1, *3 &
0.7 24.0 x 70.0 60 155 No
Building 4

According to the information provided by the Project Designer, the net applied stress
at the raft foundation level is 155kN/m2, which is significantly greater than the
calculated NABC in above Table. Therefore, ground improvement or deep
foundations should be adopted. Because of the relatively high value of expected
applied stress and the encountered stratigraphy, the only practical ground
improvement method is Stone Columns as discussed in Section 6.5. A specialty
ground improvement contractor should be consulted to confirm that achieving this
high net applied stress is possible. If it is not achievable, the building should be
supported by pile foundations as discussed in Section 6.6. It should be noted that the
substation is designed based on wall-bearing structural system. As a result, a
foundation system comprising of strip footings on pile foundations may be more
economic than a raft on ground improved by stone columns. The feasibility of both
options should be considered by the Project Designer.

The pile analysis was carried out using Ensoft-based APILE program for bored cast-
in-situ concrete piles (non-displacement type). Pile diameters of 600 mm & 800 mm
and lengths 12.0m, 14.0m, 16.0m, 18.0m, 20m & 25m below EGL are considered. In
the analysis, the stratigraphy from respective critical borehole profile under
substation building is considered. In pile analysis, the pile cutoff level is considered at
a depth of 1m below EGL.

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Net Allowable Load on Piles (kN)

Propos BH # Pile Pile Skin End Recommended Pile
ed cover Dia. Length Friction Bearing Net allowable load stiffness
Structu ed (m) Qf (kN) Qb(kN) (kN) (kN/m)
ral unit below Compressi Tension
FGL on
12 916 2454 1325 525 441600
14 1315 1442 1250 725 446000
16 1649 254 1050 900 437500
600
18 1981 2315 1950 1100 390000
Substati 20 2341 2468 2225 1300 370800
on BH-1, 25 3241 2714 2875 1775 383000
Building *3 & 4 12 1221 4038 2000 750 666600
14 1753 2548 1825 1025 675900
16 2199 747 1500 1250 681000
800
18 2642 3823 2800 1525 622200
20 3122 4388 3250 1800 625000
25 4322 4825 4150 2450 592800

Permissible values of lateral displacement may vary depending upon the

project/structure. The lateral load analysis was conducted for pile diameters of 600
mm & 800 mm with free and fixed head conditions using critical soil profile under
substation building. Permissible lateral deflection is assumed as 1% of pile diameter.
Lateral load, Maximum bending moment for pile head deflection 1% of pile diameters
is presented in Tables 11 & 11(a).

E. Cement Type

The chemical tests results are examined and compared with the exposure types as
per SAES Q-001 dated January 2016, reproduced in Figures 11 thru 11(b). The
results of chemical analysis indicate S2 Sulfate Exposure & C2 Chloride Exposure.
However, C2 Chloride Exposure governs the selection of the measures against the
chemical attack. As a result, it is recommended to use Type I + Pozzolan or Slag
with Epoxy Coated Rebars (ECR). However, it is recommended that the concrete
design mix should be checked by a Concrete Expert to assess adequacy for sulfate
attack.

F. Other Aspects

The Report also includes soil design parameters and discussions regarding some of
the construction aspects including but not limited to site preparation, foundation

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protection, erosion protection etc. The Report on Geotechnical Investigation

concludes with the general comments and limitations of the study and selected
references.

All field & laboratory test data, typical analyses and a few supporting references are
presented in the Illustrations & Appendices following the text.

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1. INTRODUCTION

1.1 General Project Description and Proposed Facilities

Saudi Aramco (SA) intends to construct a 400 MBD per day grassroots refinery and
hydrocarbon terminal facilities within the Jazan Economic City (JEC) development,
located in the South-West of Saudi Arabia bounded with the coastline of the Red sea to
the west of the town of Baish, approximately 80 km north of Jazan City.

SAUDI ARAMCO is the Project Manager. Ayed Eid Al-Osaimi Engineering Consulting
Office (OEO) was assigned by SEPCO to carry out the Geotechnical Investigation for the
Jazan Refinery Emergency Diesel Generator Project via their Purchase Order Number:
PO-PGB-GI-0061.

Eight (8) new emergency Diesel Generator units available to supply power 2.5 MW @
13.8kV are proposed to be installed in the plant to provide emergency power supply to
the refinery plant. These generators will be connected to a 13.8kV Switchgear located in
the proposed new Emergency Diesel generator building. The Switchgear shall be
interconnected with the refinery substation-352 by redundant 13.8kV feeders. A
substation SS-110 in the power block # 1 will be connected to the proposed new Station
through redundant feeders. Accordingly, this Geotechnical Investigation is intended to
develop engineering recommendations for the bearing capacities and settlements
concerned with the proposed Emergency Diesel Generator substation.

1.2 Purpose and Scope of Work

The purpose of the present geotechnical investigation is to:

• Determine the subsurface stratigraphy and groundwater conditions;
• Evaluate the engineering characteristics of the representative soil profiles;
• Recommend the soil design parameters, applicable foundation types, allowable
bearing capacity values & recommendations for the other utilities.
• In addition, attention will be paid to the presence of problematic soils loose/weak
formations etc.

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Specifically, the scope of work includes:

• Drilling a total of ten (10) boreholes to a depth of 20m.

• Conducting ten (10) Piezocone Penetration Test (CPTs) to a depth of 20m or first
refusal, where Refusal is defined as reaching a Cone Tip Resistance (qc) of 35
MPa.
• Excavation of two (2) Test pits to a depth of 1m and collection of bulk samples for
laboratory testing.
• Performing electrical resistivity tests at specified locations.
• Conducting cross-hole test at every 0.75m interval up to 10m depth.
• Conducting two (2) plate load tests using 30cm diameter of plate at a depth of
0.5m below existing ground level
• Chemical analysis of representative soil & water samples collected from
boreholes.
• Laboratory testing & analysis of bulk samples from test pits.
• Preparation of an Engineering Report with Recommendations.

Project Locality Map is shown in Figure 1. Boreholes and other filed tests location map is
shown in Figure 2.

The scope of our work includes, but is not limited to, executing the exploration program,
conducting field & laboratory testing and preparation of a geotechnical engineering report
summarizing our findings & field/ laboratory test data and incorporating recommendations
regarding site preparation, applicable foundation types recommendations for given
structures.

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2. SITE CONDITIONS

2.1 Site Local Geology and General Description

The exact location of project in the Jazan Economic City (JEC) is located in the south
western corner of Saudi Arabia along the Red Sea to the west of the town of Baish,
approximately 80 km north of Jazan City. Approximately, one-third of Saudi Arabia is
underlain by a Precambrian Basement complex of igneous and metamorphic rocks
(Arabian Shield). The shield rock is bordered by a belt of predominantly marine
sediments of Paleozoic and Mesozoic age. These sediments become progressively
younger in the easterly direction. The unconsolidated and consolidated sediments around
this area are located in the region where rocks of the Arabian shield meet rocks of the
lower part of the Paleozoic sedimentary sequence. The occurrence of these soil types is
often variable due to complex geological history. Residual soils overlying the parent rocks
usually have varying thickness. Generalized geologic map of the Arabian Peninsula is
given in Figure 3.

2.2 Potential Geologic Hazards

Parameters as per SAES A-112

Meteorological and Seismic Data for various locations in Kingdom of Saudi Arabia as
adopted by Saudi Aramco (vide their SAES-A-112, issue dated November 2015) indicate
the following earthquake data assigned to JAZAN.

Short Period Acceleration (Ss) in % g : 43.5

1-sec Period Acceleration (S1) in % g : 12.4
Peak Ground Acceleration (Sg) in % g : 10.0
Site Class : D

In addition to the above, if there is a special study report in seismic hazard assessment
and design guidance in JAZAN area, it may be referred, subject to approval of Saudi
Aramco.

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2.3 Site Classification as per ASCE 7-05

The site classification procedure for assigning Site Class, based on the soil conditions at
the site and their engineering properties are prescribed in ASCE 7-05.

Based on the stratigraphy revealed from the current geotechnical investigation, the site
classification assessment has been done using SPT-N60 values/un-drained shear
strength values. The analysis has been carried out considering critical boreholes profiles
covered under the structures. From the critical borehole profiles, the granular soil layers
and fine grained soil layers are identified and separated. Average SPT-N60 value within
each layer of granular soils is considered and for fine grained soil layers,
measured/assumed un-drained shear strength values were assigned. To determine site
class; soil data is needed upto a minimum depth of 30m, where as the boreholes were
drilled to maximum depths of 20m under current scope of work. In estimation of site
class; SPT-N60 value at end of the last layer would assumed to be continued up to
30m depth.

The guidelines from ASCE 7-05 regarding the site class are reproduced in Figures I-1 & I-
1(a), Appendix-I. Typical spread sheets showing calculations pertinent to Site class as
included in Figures I-2 thru I-3, Appendix-I. Following Figures I-2 thru I-3, the site Class in
current site is estimated as ‘Class D’, or ‘Stiff soil profile’.

2.4 Liquefaction Analysis

The site is located within a zone of very light seismic activity. According to SAES-A-112,
the Peak Ground Acceleration at the site is 0.10g, where g is the gravity acceleration. The
earthquake-induced liquefaction triggering analysis published by Youd et al. (2001) was
implemented to assess the liquefaction potential based on the SPT blow counts (N). The
N values were corrected for hammer energy, as automatic hammers were used in the
investigation and the adopted method is based on N60. The N values were also corrected
for overburden stress effect and rod length variation.

As per ASCE 07-05, the SPT-N values directly measured from field shall be used in
seismic site class assessment. However, SPT-N60 values were adopted in seismic site
class evaluation as automatic hammers were used in the investigation. The Site Seismic

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Class assessment was carried out for typical boreholes (presented in Figures I-2 thru I-3,
Appendix-I) and it is Site Class D across the site. Class D, with a corresponding
amplification factor of 1.6 corresponding to PGA <= 0.10 (Table 3.4.2.3-1, AASHTO guide
specifications for LRFD Seismic Bridge Design) was assumed in the liquefaction.

As per Saudi Aramco standard SAES A-112, the peak ground acceleration (amax) for
Jazan area is = 10%g = 0.1g ……………………………………….. (1)

However, above peak ground acceleration corresponds to site “Class B” (bed rock).
Therefore, it shall be amplified based on actual site class of the current study area which
is Site “Class D”.

The liquefaction analysis has been carried out considering the following design seismic
parameters:
• Design Earthquake Magnitude M = 6.5
• Peak Ground Acceleration PGAB = 0.10 g for Site Seismic Class B
• Peak Ground Acceleration PGAD = 0.16g for Site Seismic Class D
• Safety factor = 1.25

Liquefaction analysis has been carried out for proposed project structures considering
critical borehole profiles and the analysis of the critical boreholes indicated that
liquefaction is unlikely for the current site. Figures I-4 thru I-5, Appendix-I presents typical
illustrative procedure of estimation of liquefaction potential.

It is to be emphasized that the liquefaction potential of a site is primarily dependent on the

peak ground acceleration values, assigned based on Site Class and amplification factor.

2.5 Site Topography and Surface Features

The UTM co-ordinates, elevations of the Boreholes and Depths of Ground water below
existing ground levels are given in Table 1 and coordinates & elevations of other filed
tests CPTs, ERts, PLTs, CHT & Test Pits are given in Table 1. These coordinates are
referenced to SSD JEC AMANAH WGS 84, Zone 38. Elevations are referenced to SAVD
1978 Datum 1994 adjustment. These coordinates & elevations are also presented in
borehole logs (Appendix – A) and other test location data (Appendix – D to H).

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Table 1
UTM Coordinates, Elevations of Boreholes & Ground Water Table
BH # WGS 84, 1984 GWT (m)
Elevation
Pt. Name Depth depth Remarks
Northing Easting of EGL
(m) below EGL
BH-1 20 1912749.51 219898.82 12.55 11.55
BH-2 20 1912707.56 219895.11 12.52 11.60
BH-3 20 1912760.50 219901.39 12.61 11.60
BH-4 20 1912783.48 219886.75 12.60 11.60
BH-5 20 1912709.09 219923.56 12.74 11.70
BH-6 20 1912746.83 219924.63 12.59 11.55
BH-7 20 1912800.04 219913.07 12.65 11.60
BH-8 20 1912795.16 219921.14 12.68 11.70
BH-9 20 1912814.67 219931.68 12.63 11.60
BH-10 20 1912813.97 219899.28 12.69 11.65

CPT-1 1912732.00 219905.35 12.64

CPT-2 1912741.47 219892.34 12.60
CPT-3 1912763.45 219893.83 12.64
CPT-4 1912772.27 219904.16 12.69
CPT-5 1912743.43 219925.81 12.61
CPT-6 1912758.27 219925.40 12.66
CPT-7 1912799.21 219940.62 12.63
CPT-8 1912801.37 219930.83 12.64
CPT-9 1912813.20 219917.90 12.62
CPT-10 1912800.70 219899.55 12.68

TP-1 1912713.91 219912.43 12.70

TP-2 1912804.64 219909.19 12.68

PLT-1 1912732.23 219903.59 12.65

PLT-2 1912800.04 219913.07 12.65

CH-1 1912746.81 219924.69 12.59

ER-1 1912769.80 219902.07 12.65

ER-2 1912703.31 219928.11 12.68
Bench Mark provided by Client
BM JEC-1 1923501.00 215714.31 11.95
BM JEC-2 1923574.48 218170.12 14.50

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Existing ground elevations within the study test locations (as presented in Table 1) varied
between +12.52m & +12.74m. From survey data, it is noted that proposed site is uniform
and flat within the study locations.

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3. SUBSURFACE CONDITIONS

3.1 Stratigraphy

The stratigraphy from the field and laboratory test data of a ten (10) boreholes in general
revealed the presence of primarily granular soils with scattered fine grained soils within
the depths of investigation (20m). All ten boreholes indicate presence of fine grained soils
at different depths within the explored depths of investigation.

Based on the corrected Standard Penetration Tests (SPT) N60-values and correlations as
presented in Table 2, the compactness of the granular soils has been observed to be
vary from loose to very dense and consistency of the fine-grained soils has been
observed to be stiff to hard except for a medium stiff layer at a depth of 6m in boreholes
BH-3 & BH-7. Detailed depths of presence of loose granular soils and fine grained soils
across the site can be viewed in Figures 3 thru 4 under Illustrations.

Table 2
Correlation of SPT-N60 Values with Relative Density/Consistency
Undrained Angle of
Soil state of “N60” Values
Cohesion Internal
Soil Types compactness/c (Blows/300m
(cu - kPa) Friction
onsistency m)
(Deg.)
Very Soft Less than 2 <10 -
Cohesive Soft 2–4 10-20 -
Materials Medium Stiff 5–8 20-35 -
(Clays & Stiff 9 – 16 35-75 -
Silts) Very Stiff 17 – 32 75-125 -
Hard Greater than 32 125-150 -
Very Loose 0–4 - 28
Granular Loose 5 – 10 - 28-30
Materials - 30-36
Medium Dense 11 – 30
(Sands &
Gravels) Dense 31 – 50 - 33-38
Very Dense Greater than 50 - 36-41

3.2 Subsurface Material Properties and General Description

The boreholes revealed the presence of both coarse-grained soils intermixed with fines &
fine-grained soils.

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Granular soils comprised mainly poorly graded gravels with silt, silty gravels, poorly
graded sands with silt, silty clayey sand, silty sand which are classified into GP-GM, GM,
SP-SM, SC-SM, SM groups as per ASTM D-2487. Fine-grained soils consisted of sandy
silt, sandy silty clay, sandy lean clay which is classified into ML, CL-ML and CL group as
per ASTM D-2487.

3.3 Ground Water Table Depths

Stabilized ground water table (GWT) levels were measured in the boreholes 24 hours or
more after completion of borehole drilling. The depth of ground water table in each bore
hole is reported in bore logs (Appendix A), and also summarized in Table 1. The ground
water table existed within the depths of 11.55m to 11.7m below existing ground levels
across the study area, during the period of field work in January 2018. A possible
fluctuation of about 1.0-1.5m is considered due to tidal fluctuations and site and seasonal
variations.

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4. FIELD INVESTIGATIONS

4.1 Summary of Operations

Subsurface conditions within current study site were explored through (i) drilling
boreholes, (ii) conducting standard penetration tests and sampling for laboratory testing
and analysis, (iii) recording ground water levels (including installation of simple standpipe
piezometer in boreholes), (iv) conducting PCPT soundings (v) conducting electrical
resistivity tests, (vi) conducting cross hole test, (vii) conducting plate load tests, (vii)
Excavation of Test Pits and Collection of Bulk samples for Laboratory Tests. Following
table summarizes the tests performed in the field.

Table 3
Summary of All Field Tests Performed
S. No. Field Test Performed in the Site
1 Boreholes/SPT
2 Piezo-cone Penetration Tests
3 Ground water measurement
4 Electrical resistivity Tests
5 Cross hole Test
6 Plate load tests
7 Excavation of Test pits and Collection of Bulk Samples

4.2 Description of Sampling Procedures

4.2.1 Standard Penetration Tests

For drilling and sampling, four-wheel drive (4WD) truck mounted straight rotary drilling
rigs; AD II & soilmax types owned and operated by Ayed Eid Al Osaimi Engineering
Consulting Office (OEO) were used. The rigs are equipped with Automatic SPT
hammers.

Boreholes were advanced using conventional rotary wash boring techniques whereby the
borings were stabilized using a continuous flow of drilling mud. The boreholes were
drilled to a specified depth of 20m below the existing ground levels (EGL) across the
current study area.

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Standard penetration tests (SPTs) were conducted and representative soil samples were
retrieved generally at every 0.75m depth interval up to 4.5m and subsequently at 1.5m
interval up to the final depth using test techniques in accordance with ASTM D-1586. In
this test, a split spoon sampler of 50.8 mm (2”) outside diameter & 38.1mm (1.5”) inside
diameter is driven into the soil with blows from a 63.5 kg. (140 lbs) sliding weight
(hammer) dropped freely through a distance of 760mm (30”). Samples recovered during
the investigation were examined for field classification by our site supervisor, properly
labeled, packed and transported to OEO laboratory at Al-Khobar, for further testing and
analysis.

The SPT-N values are to be corrected for energy ratio, borehole diameter, rod length,
sampling method etc. and N60 values are usually used in the analysis.

N60= (N.ηH.ηB.ηS.ηR)/60 …………………………………………. (2)

{Ref.: Braja M. Das (1984), Principles of Foundation Engineering}

Where N60 = Standard Penetration Number, Corrected for Field conditions

N = Measured Penetration Number
ηH = Hammer efficiency
ηB = correction for Borehole dia = 1.0 for borehole of 60-120 mm dia.
ηS = Sampler correction = 1.0 for Standard Sampler
ηR = Correction for rod length = varies from 0.75 to 1.0 based on Rod length. {ηR = 0.75
for rod length of 0.0-4.0m, ηR = 0.85 for rod length of 4-6m, ηR = 0.95 for rod length of 6-
10m & ηR = 1 for rod length > 10m}

Following table summarizes the Automatic Hammer numbers that were used for the
project & respective efficiency. Calibration certificates are presented in Appendix-J.

Table 4
Rig/Hammer # Efficiency (%)
OEO H-690 78.3
OEO H-806 91.8

The SPT N values measured in the field are corrected using the equation 2 & respective
efficiencies (91.8% & 78.3%) of hammers used for each borehole. The SPT N values are
summarized in Figure 3 under Illustrations. The Corrected SPT values (SPT-N60) are

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summarized in Figure 4, under Illustrations. Undisturbed samples were collected using

Shelby tubes from cohesive soil layers.

Detailed descriptions of the soils encountered at each borehole and the depths at which
samples were taken are presented on the borehole logs in Figures A-1 thru A-10 of
Appendix-A. The penetration resistance (N-value) for each sample is shown on the boring
logs. Blows required for the penetration of each 15cms (6”) are recorded in the field. N-
value is the number of blows required for the penetration of the last 30 cms (12”) out of
45 cms (18”) of the sampler and is shown accordingly on the logs. When the sampler
penetration is less than 15 cms (6”) for 50 blows of the hammer, further blows are
stopped after recording the penetration.

Symbols used on the borehole logs are presented in Figure A-11. All borehole soil
samples are classified as per ASTM D-2487 as shown in Figure A-12. The Clark &
Walker carbonate sediment classification system is shown in Figure A-13. As per this
system, the sub-soils are described as Silica Sand, Silt and Clay types.

In general, estimates of compactness of the granular soils and consistency of cohesive

soils presented on the borehole logs are based on the results of the Standard Penetration
Tests as presented in Table 2.

4.3 Logs of Borings

Borehole logs are presented in Figures A-1 thru A-10 of Appendix-A.

4.4 Other Field Tests

4.4.1 Piezo-cone Penetration Tests (PCPT)

Ten (10) Piezo-cone penetrometer soundings were carried out at specified location as
given in Table 1. The test was performed in accordance with ASTM D5778-95. The
soundings were made by hydraulically pushing 1000sq. mm end area, 60-degree apex
angle cones into the ground. The cone was advanced at a constant rate. The cone
contains electrical load transducers for measuring the cone tip resistance and sleeve
friction. Readings of the cone tip resistance and sleeve friction resistance are obtained at
constant intervals. The data is transmitted continuously via an electric cable in the cone
rods, to a computer on the site. During the test, the data is displayed on the computer

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screen. All the data is stored in the computer and later on sent to office for processing
and are plotted using processing software Cone plot.

The test results of cone penetration tests (cone tip resistance, local friction, pore-water
pressure and friction ratio versus depth) are presented as graphical plots in Appendix –
D. All CPTs indicated refusal at depths varying between 8.5m & 19.5m in general.
Accordingly, the tests were terminated at refusal depths. Friction ratio is defined as the
ratio of sleeve friction to cone tip resistance, expressed as percentage. Cone tip
resistance & friction ratio data is utilized to facilitate interpretation of soil classification.

Cone Tip Resistance in general varied between less than 5 Mpa & 35 MPa within tested
depths. All CPT locations indicated presence of thick compressible layers of fine grained
soils of tip resistance less than 1-5 Mpa at depths between 4.5m to 7m in general. At
refusal depths cone resistance was in the order of 35-60 Mpa across the tested locations.

4.4.2 Soil Electrical Resistivity Tests

Two (2) electrical resistivity tests were performed as per the locations shown in Figure 2.
The tests were conducted using Wenner array method. The array consisted of four
equally spaced electrodes set out in a collinear arrangement. Electrical current is
introduced into the ground through the outer electrodes (designated C1 and C2) and the
potentials arising from the resulting electrical field are measured across the inner
electrodes (designated P1 and P2). A schematic diagram is shown in Figure E-1,
Appendix-E. Variation in resistivity with depth is obtained by increasing the separation
distance i.e. distances between the electrodes. This forces the current to flow deeper
into the earth in order to complete the circuit, thereby increasing the depth of penetration.
The depth of penetration approximately equals the electrode spacing.

The tests were carried out at each test locations of ER-01 thru ER-02 in 2 directions (E-W
& S-N) as specified in Figure 2.The proposed electrode spacing was 0.5, 1.0, 2.0, 4.0, 6.0
8.0 and 10.0 m. When the readings obtained were negligibly small, the test was
terminated at that spacing. Otherwise the test was continued up to the maximum
electrode spacing. Results of the tests are presented in graphical form as a relation
between computed electrical resistivity and electrode spacing in Figures E-2 thru E-3,
Appendix- E. The field test data is also presented in tabular form in these figures.

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The apparent resistivity values varied from 1.9 – 9.9 Ohm-meters. A correlation between
soil resistivity and corrosivity is presented in Figure E-4 for general information. Following
this figure, the corrosivity could be very severe. In addition, the results shall be
interpreted with respect to penetration depths and mean values shall be taken for
grounding design purposes. It should in general be noted that variation in resistivity
values do occur and are reported to depend on the soil type, soil constituents including
salt content, soil state, subsurface strata, near-surface irregularities, environmental
factors etc

4.4.3 Plate Load Tests

Two (2) plate load tests {PLT-1 & 2} were conducted at specified locations as given in
Figure 2. The test was conducted in general in accordance with ASTM D-1194. A
schematic arrangement for the plate load test is presented in Figure F-1. The tests were
conducted at a depth of 0.5m below respective grade level at each location. Soil at test
location was carefully leveled before placing the test plate. The steel plate of 30cm
diameter was then carefully seated. Required load on the plate was obtained by jacking
against 20 Ton capacity Truck mounted Rig using a hydraulic jack. The intensity of
loading is obtained from the pressure gauge fixed to the hydraulic pump. The settlements
of the plate are calculated from the readings of the dial gauges placed strategically at
three (3) locations on the top of the plate. The initial readings are noted. Additional loads
are applied in stages and at each stage of loading, settlement values are obtained from
the dial gauges. Each load stage was maintained until the rate of settlement does not
exceed 0.25mm per hour. If this criterion is satisfied for the first 15min then next load
increment was applied else same load is continued until rate of settlement becomes less
than 0.25mm per hour. Settlement readings are taken at regular time intervals and
average values are then computed.

The test was continued till a settlement of 25mm is observed or up to a pressure intensity
of 300 kPa, whichever is earlier. Load was applied in increments of 25% of design load
up to 300kpa with loading increments six. Unloading was done with higher decrements
with total number not less than four. The load intensity is finally brought to zero. Average
settlement values for each loading and unloading are calculated and are used in the
loading intensity versus settlement curve. Applied stress versus settlement plots of the
plate are presented graphically in Figures D-2 thru D-3, Appendix-D. The maximum
settlement of the plate is observed as 1.6 mm for applied pressure of 300 kPa.

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4.4.4 Seismic Cross-hole tests

One (1) cross-hole test was conducted in the study area at location as shown in Figure 2.
Typical schematic layout of the test is shown in Figure G-1, Appendix-G. In the cross-hole
test, the travel times of the seismic waves are determined in the field. From the field data,
Poisson’s ratio (µ), dynamic shear modulus (G) and Young’s modulus (E) are computed.
In cross-hole test method, the time for compression waves (P) and shear waves (S)
propagating between adjacent boreholes is measured.

A suite of three (3) boreholes arranged in a co-linear array was employed. The two (2)
end holes drilled prior to the actual test was used to house three component down-hole
geophones and thus served as receiver holes. The third boring, located adjacent to the
receiver holes, was used to generate seismic energy and is referred to herein as the shot
hole. Shot hole was drilled as the survey progressed and the measurements were
observed stopping at every 0.75m interval till the end of final depth 10m.

At each measurement depth, we impacted the drill string with a 63.5 Kg (140 lbs)
hammer. SPT Sampling was done at each measurement depth in Shot hole. Energy
transmitted down the drill rods to the bottom of the hole propagates through strata in the
form of P-waves and vertically polarized S-waves. The resulting ground motion was
detected by the geophones situated at the same depth in the receiver holes. The
geophones were fixed in place against the PVC casing. The signals received by the
geophones were recorded using a multi-channel signal enhancement seismograph.

Borehole diameter was kept to a minimum consistent with source and receiver
characteristics. PVC casing of 2 ½” diameter was employed and coupled to the soil with
low density cement-Bentonite grout thus providing better coupling and transmission at the
source and receivers. In performing the seismic cross-hole test, we had adopted a co-
linear array of three boreholes allowing interval timings to be measured as well as first
arrivals. The detectors used for the cross-hole survey consisted of two borehole picks of
Geostuff, USA. The borehole pick unit comprised of submersible probe containing three
(3) mutually perpendicular geophones. The seismic information detected by these
geophones is converted into electrical impulses and transmitted to the seismograph via a
long multi-conductor water-proof cable.

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The P-wave and S-wave travel times for each cross-hole measurement were determined
from the display/print out. From this data, the difference in travel time (∆t) from the shot
hole to receiver holes was determined. The difference in travel path (∆x) was divided by
(∆t) to determine the interval velocity. Thus P-wave velocities (Vp) and S-wave velocities
(Vs) were determined for each test depth.

From these velocities, other dynamic soil parameters were computed using the following
relations:

0.5(Vp / Vs )2 − 1
Poisson’s Ratio, µ = ……….……………………….(3)
(Vp / Vs )2 − 1

γ 2
Dynamic Shear Modulus, G= .Vs ………………………………...(4)
g
Young’s modulus, E = 2(1 + µ ).G ………………..……………………..(5)

Where, γ = Bulk unit weight; g = Acceleration due to gravity

Shot hole bore log is presented in Figure G-2. Summary of laboratory test results of shot
hole bore logs are presented in Figure G-3. Seismic cross-hole test results and wave
velocity and dynamic soil properties for varying depths for the test are presented
graphically in Figures G-4 thru G-4(a), Appendix-G. These figures also include the
stratigraphy details from shot borehole log.

Dynamic elastic properties measured using seismic techniques are generally considered
valid for strains in the order of 10-6. Hence it may be prudent to correct these values to
yield the equivalent modulus at the strain levels anticipated in the intended applications.

4.4.5 Excavation of Test pits and Collection of Bulk samples

Two (2) test pits were excavated at locations as shown in Figure 2. Bulk sample from
each layer at each location was collected from within the depths of top 1.0 m at the
respective existing grades. The samples were transported to OEO laboratory, Al-Khobar
for testing of gradation & soil type characteristics. Test pit logs are shown in Figures H-1
thru H-2, Appendix-H.

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5. LABORATORY TESTS

5.1 Description of Tests

The physical and chemical characteristics of selected and representative soil samples
and chemical characteristics of ground water samples from selected boreholes were
tested adopting the latest revisions of ASTM procedures. Some of the tests conducted
are detailed below.

Particle size analysis of soils was done in accordance with ASTM D-422. Liquid and
plastic limits of finer soil samples were obtained as per ASTM D-4318. These tests help
in the classification of soil following ASTM D-2487. Natural moisture content of soils was
determined adopting ASTM D-2216 procedures. Specific gravity tests were conducted in
accordance with ASTM D-854. Consolidation tests were performed in accordance with
ASTM D-2435. Direct shear test on granular soils were conducted as per ASTM D-3080.
Unconfined compressive strength of fine grained soils was determined using ASTM D-
2166.

Chemical tests were conducted on selected soil samples to determine sulfates and
chlorides using AASHTO test procedures. pH was determined using ASTM D-4972. The
tests were performed for carbonate content using ASTM D 4373 – 96. The ground water
samples from the selected boreholes were tested for pH, sulfates, chlorides, & Total
Dissolvable Salts (TDS) using the respective standards / test procedures.

In addition to these laboratory tests, a visual classification of all materials obtained during
the drilling operations was carried out in the field / laboratory by our geologist /
geotechnical engineer.

5.2 Presentations and Discussion of Test Results

5.2.1 Borehole samples

Summary of all laboratory test results on borehole soils & water samples are presented in
Figures B-1 thru B-5(a), Appendix-B. All borehole samples are classified as per ASTM D-
2487.

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Laboratory tests have indicated that the granular soils are classified into GP-GM, GM,
SP-SM, SC-SM, SM groups as per ASTM D-2487. Gradation charts are presented in
Figures B-6 thru B-15(a). The percent fines in coarse grained soil varied between 7% &
49%.

Plasticity charts are included in Figures B-16 thru B-21. Fine-grained soils are classified
into ML, CL-ML and CL group as per ASTM D-2487. The liquid limits of fine-grained soils
varied between 20 & 30% and the plasticity index between 2 and 9%. The natural
moisture contents varied from 9.1 & 24.8%. Specific gravity test results of selected soil
samples indicated values of between 2.68 and 2.69. Direct shear test plots as presented
in Figures B-22 thru B-23 indicated angle of internal friction of 320. Unconfined
compression Test Plot as presented in Figure B-24 indicated unconfined compressive
strength of 81 kPa.

5.2.2 Bulk Samples from Test Pits

Test pit logs are presented in Figures H-1 thru H-2, Appendix-H. The Summary of
laboratory test results on bulk samples are presented in Figure H-3, Appendix-F. The bulk
samples are classified as per ASTM D-2487, Figure H-4. The soil classification chart for
highway purposes as per ASTM D-3282 is given in Figure H-5. Gradation charts for bulk
samples are given in Figures H-6 thru H-7(a). Plasticity chart is presented in Figure H-8.
Laboratory tests have indicated that the bulk samples collected from test pits represented
sandy silt and silty sand, which are classified into ML & SM groups as per ASTM D-2487
and as A-4 type as per ASTM D-3282.

Moisture-density relationship test results for the applicable samples are presented in
Figures H-9 thru H-10. Maximum dry density from compaction tests revealed the values
2.046 g/cc & 2.052 g/cc and the Optimum moisture contents varied between 9.2% &
9.7%.

CBR tests in accordance with ASTM D-1883 were performed on samples on which
compaction tests were performed. Test plots along with CBR-Density relationships are
illustrated in Figures H-11 thru H-12(a). Accordingly, CBR values at 95% compaction
estimated as 9 & 10 and at 100% compaction 33 & 34.

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5.3 Chemical Analysis of Soil & Water

Soil samples from selected boreholes presented in this report were tested for pH,
Sulfates, Chlorides & carbonates. Ground water samples from selected boreholes were
tested for pH, Sulfates, Chlorides & TDS. The Chemical analysis results of soil samples
are presented in summary sheets, Figures B-1 thru B-5 and water samples are presented
in Figure B-5(a). Based on the summary, the range of parameters is included in Table 5.

Table 5
Chemical Analysis of Soil & Water
Soil Water
pH 7.3 – 7.5 7.5
Water Soluble Sulfates 0.105 – 0.378 (%) 2363 – 2375 ppm
Water Soluble Chlorides 0.191 – 0.457 (%) 14535 ppm
Carbonate content 2 (%) -
TDS - 27790 - 27820 ppm

Based on the chemical analysis, the recommendations for the concrete exposure and
cement type to be used for foundation works at the site are included in Section 7.6.

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6. FOUNDATION RECOMMENDATIONS

6.1 General

Saudi Aramco (SA) intends to construct a 400 MBD per day grassroots refinery and
hydrocarbon terminal facilities within the Jazan Economic City (JEC) development,
located in the South-West of Saudi Arabia bounded with the coastline of the Red sea to
the west of the town of Baish, approximately 80 km north of Jazan City. Project Locality
Map is shown in Figure 1. Boreholes and other filed tests location map is shown in Figure
2.

Eight (8) new emergency Diesel Generator units available to supply power 2.5 MW @
13.8kV are proposed to be installed in the plant to provide emergency power supply to
the refinery plant. These generators will be connected to a 13.8kV Switchgear located in
the proposed new Emergency Diesel generator building. The Switchgear shall be
interconnected with the refinery substation-352 by redundant 13.8kV feeders. A
substation SS-110 in the power block # 1 will be connected to the proposed new Station
through redundant feeders. Accordingly, this Geotechnical Investigation is intended to
develop engineering recommendations for the bearing capacities and settlements
concerned with the proposed Emergency Diesel Generator substation.

Design details type of structures, foundation loads, sizes and depth of foundations
provided by client is presented in Table 6.

Table 6
Design loads (Un factored) Foundation
Vertical Uplift Horizontal Moment Moment size Depth of
Type of Mx in Mz in Excavation
Structure (kN) (kN) (kN) kN-m kN-m (m x m) below FGL
Substation
Building 84353 0 7631.05 986000 735000
EDG
Equipment
foundation 2400 4.5 x 15.0 1.5
Transformer 282 0 44 6.5 0 2.35 x 2.70 1.5
Lighting Pole 24.5 0 9.6 0 106 2.55 x 2.55 1.5
Car parking
shelter 230 50 25 650 2.80 x 2.10 2

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6.2 Geotechnical Site Evaluation

The stratigraphy from the field and laboratory test data of a ten (10) boreholes in general
revealed the presence of primarily granular soils with scattered fine grained soils within
the depths of investigation (20m). All ten boreholes indicate presence of fine grained soils
at different depths within the explored depths of investigation.

Based on the corrected Standard Penetration Tests (SPT) N60-values and correlations as
presented in Table 2, the compactness of the granular soils has been observed to be
vary from loose to very dense and consistency of the fine-grained soils has been
observed to be stiff to hard except for a medium stiff layer at a depth of 6m in boreholes
BH-3 & BH-7. Detailed depths of presence of loose granular soils and fine grained soils
across the site can be viewed in Figures 3 thru 4 under Illustrations.

Existing ground elevations within the study test locations (as presented in Table 1) varied
between +12.52m & +12.74m. From survey data, it is noted that proposed site is uniform
and flat within the study locations.

The ground water table existed within the depths of 11.55m to 11.7m below existing
ground levels across the study area, during the period of field work in January 2018. The
variation in GWT was consistent with the ground surface undulations in general. A
possible fluctuation of about 1.0 to 1.5m can be anticipated due to proximity of the sea,
seasonal and tidal variations.

Site specific soils design parameters are presented in Table 7 for specific boreholes
under the structures.

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Table 7
Site Specific Soil Design Parameters
Avg.SPT Es (KPa) Design
Depth (m) Soil Layers γ (kN/m3) Ф (Deg) Cu (kPa)
“N60” GWT
BH-3 (Substation Building)
EGL-3.75 Medium dense sand 25 18 33 -- 25000
3.75-6.0 Hard clay 36 20 -- 120 13680
6.0-10.5 Stiff clay 15 19 -- 55 6750
10m
10.5-13.5 Very dense sand 67 20 37 -- 67000
13.5-16.5 Very stiff clay 27 20 -- 100 10710
16.5-20.0 Dense sand 40 19 35 -- 40000
BH-2 (EDG Foundation)
EGL-1.5 Medium dense sand 24 18 33 -- 24000
1.5-3.0 Dense sand 37 19 35 -- 37000
3.0-9.0 Medium dense sand 16 18 32 -- 16000
10m
9.0-12.0 Very dense sand 55 20 37 -- 55000
12.0-18.0 Very stiff clay 26 20 -- 95 10380
18.0-20.0 Dense sand 49 19 35 -- 49000
BH-6 (EDG Foundation)
EGL-1.5 Medium dense sand 27 18 33 -- 27000
1.5-6.0 Dense sand 36 19 35 -- 36000
6.0-12.0 Very dense sand 52 20 37 -- 52000
10m
12.0-16.5 Dense sand 33 19 35 -- 33000
16.5-18.0 Hard clay 44 20 -- 125 16320
18.0-20.0 Dense sand 50 20 37 -- 50000
BH-7 (EDG Foundation)
EGL-1.5 Very stiff clay 24 20 -- 90 9720
1.5-6.0 Medium dense sand 23 18 33 -- 23000
6.0-9.0 Stiff clay 14 19 -- 50 6420
9.0-12.0 Very dense sand 55 20 37 -- 55000 10m
12.0-15.0 Dense sand 35 19 35 -- 35000
15.0-18.0 Hard clay 50 20 -- 125 18300
18.0-20.0 Very dense sand 51 20 37 -- 51000
BH-9 (EDG Foundation)
EGL-2.25 Very stiff clay 20 20 -- 75 8400
2.25-9.0 Medium dense sand 20 18 32 -- 20000
9.0-12.0 Very dense sand 65 20 37 -- 65000
10m
12.0-15.0 Dense sand 34 19 35 -- 34000
15.0-18.0 Hard clay 38 20 -- 120 14340
18.0-20.0 Very dense sand 52 20 37 -- 52000
BH-10 (EDG Foundation)
EGL-3.0 Very stiff clay 25 20 -- 92 10050
3.0-4.5 Medium dense sand 30 18 33 -- 30000
4.5-9.0 Stiff clay 15 19 -- 55 6750
10m
9.0-15.0 Dense sand 45 19 35 -- 45000
15.0-19.5 Hard clay 40 20 -- 125 15000
18.0-20.0 Very dense sand 52 20 37 -- 52000

In above Tables, the following symbols are used:

• SPT ‘N60’: Average standard penetration test from each layer of borehole profile
• UCS: The average unconfined compressive strength obtained from laboratory results of
fine-grained soils and standard literature & correlations
• Es: Elastic modulus from correlations as per SAES-A-113 for granular & fine –grained
soils.

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• γ : Bulk unit weight

• Ф: Angle of internal friction.
• qu = 7.5 N for Clays of low plasticity; cu = 0.5 qu { Ref : UFC 3-220-10n (2005)}

Table 7(a)
General Soil Design Parameters

Existing Granular Soils Fine Fill Material

Soil Parameters Grained
Soils
Very Medium
Very Very stiff
Loose to Dense Dense Dense
Dense to Hard
Loose
Angle of Internal Friction --
28 32-33 35 36-37 35
(Deg)
Bulk Unit Weight (Kn/m3) 16 18 19 20 21 19
Submerged Unit Weight
8 9 10 11 11 10
(Kn/m3 )
Cohesion (Kn/m3) - - - - 55-125
Earth Pressure Coefficient
- Active - 0.31 0.27 0.24 -- 0.27
- Passive - 3.25 3.69 4.20 -- 3.69
- At Rest - 0.47 0.43 0.38 -- 0.43
Coefficient of permeability
10-1 to10-5 10-5 to10-8 10-1 to10-5
(cm/sec)
Coefficient of friction between
- 0.30 0.35 0. 40 0.40 0.35
soil & concrete

Modulus of sub-grade reaction shall be calculated based on equation given below:

K= 3 * (NABC of respective size)/25 mm………..For Spread footing

K= 3 * (NABC of respective size)/50mm………..For Mat footing

6.3 Shallow Foundations

6.3.1 Criteria

A suitable foundation for any structure must satisfy the following two basic and
independent criteria with respect to the underlying foundation soils.

a) The foundation must have an adequate factor of safety against shear failure or bearing
capacity failure of sub soil. Usually, a factor of safety equal to 3.0 is adopted by several
authors.

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b) Vertical movements of foundation due to compression of the soils beneath the

foundation must be within tolerable limits (25 mm for Spread footings and 50 mm for Mat
foundations as per Standard Literature).

6.3.2 Net Allowable Bearing Capacities

Generally, the allowable bearing pressures are computed for both shear failure and
maximum permissible settlement criteria and usually the smaller of the two is used in the
design of foundations and is considered as net allowable bearing capacity (NABC) of the
soil.

Allowable bearing capacity of the soils is mainly governed by the following factors: (a)
cohesion and angle of internal friction of the soil (b) width and depth of the footing; (c)
density of the supporting strata and (d) position of ground water table (GWT).

Based on literature and practice, it is reasonable to assume that for shallow foundation
types, the major portion of the stressed zone below the bottom of the foundation bases
will be equal to two (2) times the width of the footing for square/circular footings and
equal to four (4) times the width for strip/rectangular footings. Accordingly, an average
N60- value within these depths of influence is considered appropriate in the analysis. It is
generally observed that the computed bearing capacities of shallow foundations (from
shear considerations) without water table effect on granular soils are generally high.
Hence, the bearing capacity values obtained from settlement considerations govern the
design. Therefore, NABC is estimated based on Settle 3D Software program and CPT
based Schmertmann’s method.

6.3.3 Settlement Analysis

Settlements based on SPT Data using Settle 3D Software

Settlement analysis using Settle 3D Software requires a modulus of elasticity (Es) value
for each soil strata below the footing. E-value depends on the degree of compaction and
soil type, which in turn, is reflected by the SPT (N60) value and stratigraphy.

Settlements of granular soil are estimated considering the underlying soils in layers and
their representative SPT (N60) values. SPT N60 data obtained from the critical boreholes
were utilized in the analysis to assess the compactness of the strata and the value of soil

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modulus Es. , Different correlations are available in the literature (NAVFAC, Bowles, and
SAES-A 113 etc).

Accordingly, the following correlations are used in the analysis:

Es = 1000 N60 for Granular soils

Es = 330 * N60 + 1800 for Fine-grained soils;

Settlements based on CPT based Schmertmann’s method

The elastic settlements are estimated using Schmertmann’s method with improved strain
influence diagrams. Schmertmann’s method and modified strain influence factor
diagrams are presented in Figures C-1 & C-2, Appendix-C. Axisymmetric conditions are
applicable to individual isolated square/circular footings whereas plane strain conditions
are applicable for strip & rectangular footings.

Settlement analysis using Schmertmann’s method requires an elastic modulus (Es) value
for each soil stratum below the foundation. Es-value depends on the deformation
characteristics and classification of soil.

The classification of soil and estimation of the soil elastic modulus (Es) have progressed
drastically in the last two decades. They are typically based on the Cone Tip Resistance
(qc), the Cone Sleeve Friction (f), or the Friction Ratio (Fr), defined as qc/f and expressed
in percentage, and Pore Water Pressure (u2).

The elastic modulus (Es) can be correlated with qc by the following equation:

Es = αE * qc (6)

Where αE = empirical factor.

According to Schmertmann’s (1978), the values of αE are given as follows:

αE = 2.5 for Axisymmetric Conditions (square or circular footings),

= 3.5 for Plain-Strain Conditions.

The above αE values were considered in all settlement analyses in this study.

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It should be noted that the average Es values were estimated for each layer of the CPT
profiles. An average Es of each layer along each CPT profile was calculated to produce
an Es profile for every CPT sounding. The calculated Es values from each layers of CPT
are considered in the settlement analysis.

The Settlement analysis has been carried out assuming the following:

(i) As per SOW, given specific footing sizes & depths are considered in the
analysis for both Substation & EDG foundations.
(ii) Since Final Grade Level (FGL) is not available; depth of foundation is
considered below Existing Grade Level (EGL).
(iii) For the sake of analysis; stratigraphy under each structure critically
reviewed and critical profile is considered.
(iv) Analysis has been carried out considering both Settle 3D software
program & CPT based Schmertmann’s method and least selected Net
allowable bearing capacity values are presented in the following tables for
permissible settlement of 25mm.

A permissible total settlement of 25 mm is usually allowed for spread footings. However,

the recommendations for the net allowable bearing capacities were made taking into
account of possible secondary & local compression effects, if any.

Accordingly, the NABC for spread footings based on applicable borehole profile each
structure is presented in Table 8.

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Table 8
Net Allowable Bearing Capacities (kN/m2) of Spread Footings

Footing Design
Recommended
Depth Footing Applied meeting
Boreholes Net Allowable
Structure (m) Size Stresses Criteria
Covered bearing capacity
below (m x m) (kN/m2)
(KN/m2 )
EGL
EDG Equipment Yes
Foundation & 1.5 4.5 x 15.0 60 36
Car Park shed *BH-10 &
Car Parking CPT-10 100 40 Yes
2.0 2.1 x 2.8
Shelter
Lighting Pole 1.5 2.55 x 2.55 100 4 Yes
EDG Equipment Yes
BH- 9 & 1.5 4.5 x 15.0 85 36
Foundation
*CPT-9
Lighting Pole 1.5 2.55 x 2.55 100 4 Yes
EDG Equipment Yes
BH- 7 & 1.5 4.5 x 15.0 85 36
Foundation
*CPT-8
Lighting Pole 1.5 2.55 x 2.55 100 4 Yes
EDG Equipment Yes
BH- 2 1.5 4.5 x 15.0 100 36
Foundation
EDG Equipment BH- 6 & Yes
1.5 4.5 x 15.0 85 36
Foundation *CPT-5
EDG Equipment Yes
1.5 4.5 x 15.0 100 36
Foundation
*CPT-6
Transformer 1.5 2.35 x 2.7 150 45 Yes
Lighting Pole 1.5 2.55 x 2.55 150 4 Yes
*Critical profile; EGL: Existing Ground Level
From above Table 8 it is noted that all structures are meeting the required design criteria.
Therefore, ground improvement is not required for above structures based on given
loads.
Typical settlement analysis results are presented in Figures C-4 thru C-12 from Settle 3D
Software program & CPT based analysis.

6.3.4 Other Settlement Considerations

The bearing capacities in Table 8, and their associated settlements, are considered total
settlements for static conditions and for a single isolated footing subjected to vertical
concentric loads having no interference from adjacent foundations. However, in practice,
footings might be constructed close enough that may result in overlap of stress zones
below the footings. When the center-to-center spacing of footings is such that an overlap
of the foundation stress zone takes place, there will be increased foundation settlements
due to interference. Settlements due to the presence of footings within the close proximity

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of adjacent footings can be estimated using Figure 5. It is observed from this figure, the
influence increases as the relative distance (dA/B) decreases.

It is often the differential settlement rather than the total settlement that is critical to a
structure. The differential settlements are expected to be about two-thirds of the total
settlements. Differential settlement is the relative movement of two parts of the structure.
This results in angular distortion or relative rotations, which become critical beyond
certain limiting values. The limiting values differ, however, depending on the function of
the structure. Generally, an angular distortion of 1/500 is considered a safe limit for
buildings unless specified otherwise. Bjerrum (1963) presented the limiting angular
distortions and are shown in Figure 6.

6.3.5 Increase in Bearing Capacity for Short-Term Loading & Blast Loading

The use of a one-third stress increase for load combinations including earthquake, wind
and hydrostatic test loads may be used for foundation soil bearing capacities, if specially
permitted by registered geotechnical engineer. Also, as per NAVFAC DM_7.02, when
part of the live loads are temporary (earthquake, wind, snow etc.), use a factor of safety
of 2. The maximum increase over the safe loads to account for transient (wind,
earthquake & hydrostatic) loading shall be 33 percent. An increase in allowable bearing
capacities may be expected due to blast load conditions, if any. Appropriate factors for
dynamic effects shall be considered as per SAES M-009.

6.3.6 Foundation Stability

Foundation stability shall be checked using service load combinations from Saudi Aramco
specifications and /or International Standards like SAES-M-001, SAES-M-100,
ASCE/SE17-05 for any other probable and realistic combinations of loads. For higher
resistance against sliding, other options such as ‘shear key’, anchoring could be
considered. Foundation stability factors for blast resistant buildings shall be in
accordance with SAES-M-009.

6.4 Mat Foundations

A footing greater than 5 m x 5 m or greater is generally considered as mat foundation. A

structure supported on a mat foundation can withstand greater settlements than one
supported on spread footings as mat foundations tend to bridge over heterogeneity of the

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soil and the average settlement does not approach the extreme values of spread
footings. Therefore, the allowable bearing pressure for mat foundation can be greater
than that for footings.

For mat foundations on sand or gravel, Terzaghi & Peck suggest an increase in allowable
pressure than those for footings. Thus, settlements of the order of 50mm can be usually
considered acceptable in case of mats. The recommendations are made accordingly in
this report.

Settle 3D computer software was used to model the given mat foundation system. The
settlement analysis has been carried out assuming the following:

(i) As per designer, given specific footing size & depth is considered in the
analysis for proposed substation structures.
(ii) Since Final Grade Level (FGL) is not available; depth of foundation is
considered below Existing Grade Level (EGL).
(iii) For the sake of analysis; stratigraphy under each structure critically
reviewed and critical profile is considered.
(iv) Analysis has been carried out considering Settle 3D software program and
least selected Net allowable bearing capacity values are presented in the
following tables for permissible settlement of 50mm.
(v) Depth beyond 20m for substation building, assumed stratigraphy at end of
the borehole would continue up to influence depth of mat foundation.

The analysis has been carried out for given mat size 24 m x 70 m and with a depth of
0.7m below EGL using the Settle 3D computer software, considering critical soil profile
under substation building. Accordingly, Net allowable bearing capacity for permissible
settlement 50mm of mat foundations is presented in Table 9. The result of settlement
analysis of mat foundation is presented in Figures C-3 thru C-3c.

Table 9
Net Allowable Bearing Capacities (kN/m2) of Mat Footings

Structure Boreholes Footing Footing Size Recommended Applied Design

Covered Depth (m) (m x m) NABC for Stress Meeting
below Permissible (kPa) Criteria
EGL Settlement of
50 mm
Substation BH-1, *3 &
0.7 24.0 x 70.0 60 155 No
Building 4

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According to the information provided by the Project Designer, the net applied stress at
the raft foundation level is 155kN/m2, which is significantly greater than the calculated
NABC in above Table. Therefore, ground improvement or deep foundations should be
adopted. Because of the relatively high value of expected applied stress and the
encountered stratigraphy, the only practical ground improvement method is Stone
Columns as discussed in Section 6.5. A specialty ground improvement contractor should
be consulted to confirm that achieving this high net applied stress is possible. If it is not
achievable, the building should be supported by pile foundations as discussed in Section
6.6. It should be noted that the substation is designed based on wall-bearing structural
system. As a result, a foundation system comprising of strip footings on pile foundations
may be more economic than a raft on ground improved by stone columns. The feasibility
of both options should be considered by the Project Designer.

6.5 Soil Improvement

Vibro-Stone Columns (SC): It is a ground improvement method that displaces and

densifies sub-surface soil through vibration and replacement of displaced soil with free-
draining crushed stone. Installation increases overall shear strength and accelerates soil
consolidation. For ground improvement to deeper depths, the use of stone columns is
preferred. The improvement achieved in field by this method is influenced by many
factors including the type of equipment; characteristics and thickness of poor soils to be
treated; spacing of the stone columns; quality and type of the replacing material etc.

6.5.1 Stone Columns Execution Considerations

The following should be considered in the construction of the Stone Columns:

• The foundations, supported on the stone columns, could be either spread/strip
footings or raft foundations.
• Specialist ground improvement contractor shall construct the stone columns
according to the geotechnical information in this report.
• The stone columns should extend to refusal to the probe penetration.
• The success of the ground improvement shall be judged by Proof Test and Zone
Load Tests, defined as follows:
Proof Test: A proof test shall be used as a control of workmanship. The test shall
perform in accordance with ASTM D1195. A rigid plate, with a

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diameter approximately equal to that of a column stone, is used in

loading a single stone column. Reaction for the test is typically
obtained by jacking against a portable test frame loaded with dead
weights, or against a heavy piece of construction equipment.
Zone Test: A zone test is a loading test carried out with a slab/footing, intended to
test the bearing capacity and settlement over a wider and deeper zone
than in the plate bearing test. A kentledge system, reaction frame or
ground anchors are typically required as a reaction frame.
• One Proof Test should be performed per 150 stone columns. The maximum proof
test load shall be 200% of the Working Load of the single stone column. The
maximum Zone Test Loads shall be equal to 200% of the sum of the Working Loads
of the test stone columns. The Zone load tests shall be performed according to
ASTM D-1194 (Quick Test Procedure), and shall be considered to PASS if the
following conditions are satisfied:

i. The Maximum Test Load (200% Qall) is reached.

ii. The settlement at the Working Load (Q) does not exceed 25mm.

• The crushed stone for column filling shall be clean, hard, unweathered stone free
from organics, trash, or other deleterious materials. When subjected to the
magnesium sulfate soundness test (ASTM C88), the percent weight loss shall be not
more than 15 percent. When tested according to ASTM C-131 the crushed stone
shall have maximum loss of 45 percent at 5000 revolutions.
• Any load testing shall be conducted by an approved independent firm with at least 10
years’ experience on similar projects and must be supervised at all times by qualified
personnel from the testing firm with at least 10 years’ experience in similar projects.

6.6 Pile foundations

6.6.1 General

In accordance with general practice, the design loads for piles shall not exceed the value,
which the pile is able to support as a structural member or the capacity of soil to support
the load delivered to it by the piles. It has to be noted that the permissible load on the
piles is also governed by the allowable settlements for the structure under consideration.

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Capacity of the piles to support vertical loads as influenced by the soil properties
(supporting strength of soils) is briefly discussed below.

The resistance to the applied loads is derived mainly from the frictional resistance
developed along the pile-soil interface and from end bearing resistance developed at the
pile tip.

The ultimate load capacity of pile (Qu) consists of the upward resistance offered by the
skin friction along the shaft (Qf) and the resistance offered by the base of the pile (Qb) and
is given by:

Qu = Qf + Qb ……………………………………………………... (7)

These two components that make up the total capacity of the piles are further discussed
below.

Skin Friction
Computation of skin friction for piles embedded in granular soils is generally is based on
the equation:
Q f = f . As ………………………………………………………………… (8)
where,
f = Unit friction along the pile shaft = k. p. tan δ + α .cu ……………. (9)

As = Surface area of the pile shaft = π.D.L (in case of solid circular piles)
k = Coefficient of lateral earth pressure
p = Effective overburden pressure
δ = Angle of friction between soil & pile
α = Adhesion factor and
Cu = Cohesion Value;
L = Length of pile element in each layer
D = Diameter of Pile

The skin friction is mainly governed by the first term in the above equation for granular
soil layers and by the second term in cohesive media. For pile shaft passing through
cohesive soil media, the adhesion value shall be limited to 96 kPa as per Tomlinson
(1986).To obtain the total skin friction, the shaft length is split into various layers (based

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on the applicable borehole log); above equation is applied for each such layer and the
results are added.

End Bearing
For piles resting in granular soils, this component is given by:
Q b = p.N q .A b …………………………………………………………. (10)
where,
Ab = Cross-section area of pile base
p = Effective overburden pressure and
Nq = Dimensionless bearing capacity factor, a function of angle of internal
friction of soil (φ).

For piles resting in cohesive strata, this component is given by:

Qb = c u .Nc .A b ……………………………………………………… (11)
Where, Nc = Dimensionless bearing capacity factor

Allowable Working load in Compression

For pile foundations, generally a factor of safety in the range of 1.5 to 3 is adopted. As
instructed by Aramco CSD, In case of compression for Skin friction factor of safety of 1.5
and End bearing factor of safety of 3 shall be used. Accordingly, the allowable load (Qa)
on pile is given by:

Qcomp 2 = Q f / 1.5 + Qb / 3.0 ………………………………………… (12)

This, we believe, should ensure that the settlement of the pile at the working load will not
exceed a tolerable value.

Load in Tension
For pile capacity in tension, a factor of safety of 2.0 as per SAES A-113 (Clause 9.7) can
be adopted,
Qtens = Q f / 2.0 + W …………………………………………….. (13)

6.6.2 Analysis
The pile analysis was carried out using Ensoft-based APILE program for bored cast-in-
situ concrete piles (non-displacement type). Pile diameters of 600 mm & 800 mm and

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lengths 12.0m, 14.0m, 16.0m, 18.0m, 20.0m & 25.0 m below EGL are considered. In the
analysis, the stratigraphy from respective critical borehole profile under substation
building is considered. In pile analysis, the pile cutoff level is considered at a depth of 1m
below EGL. The recommended Net Allowable Pile Capacities are graphically presented
in Figure 12. Recommended Net allowable loads in compression and Tension of the piles
are presented in Table 10.
Table 10
Net Allowable Load on Piles (kN)
Propos BH # Pile Pile Skin End Recommended Pile
ed cover Dia. Length Friction Bearing Net allowable load stiffness
Structu ed (m) Qf (kN) Qb(kN) (kN) (kN/m)
ral unit below Compressi Tension
FGL on
12 916 2454 1325 525 441600
14 1315 1442 1250 725 446000
16 1649 254 1050 900 437500
600
18 1981 2315 1950 1100 390000
Substati 20 2341 2468 2225 1300 370800
on BH-1, 25 3241 2714 2875 1775 383000
Building *3 & 4 12 1221 4038 2000 750 666600
14 1753 2548 1825 1025 675900
16 2199 747 1500 1250 681000
800
18 2642 3823 2800 1525 622200
20 3122 4388 3250 1800 625000
25 4322 4825 4150 2450 592800

Based on the design requirements, a combination of these pile sections with appropriate
pile lengths could be selected in the design of pile foundations. However, it is
recommended to avoid the termination of pile tip in cohesive soils.

It should be noted that the pile lengths shown in the tables/computations corresponds to
the lengths measured from the existing grades (EGL) in respective locations and hence
the capacities should be interpreted accordingly with respect to the actual pile cut-off
levels in the design. Further, the results of analysis are based on borehole stratigraphy,
assumed soil/pile parameters and hence the recommended pile capacities should
preferably be verified by conducting pile load tests. This is because the pile capacities are
finally based on actual or site-specific performance rather than on estimated parameters.

6.6.3 Lateral Response of Piles

A pile loaded by thrust and moment at its top resists the load by deflecting to mobilize
reaction of the surrounding soil. Resisting pressures applied by soil to a pile depend on

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relative stiffness of the pile and soil. The lateral load capacity of piles depends on (i) the
type of soil; (ii) the condition of the pile head (free, fixed or partially fixed); (iii) the
mechanism of failure (long pile or short pile) and (iv) the dimensions & properties of pile.

Free head piles are assumed to fail by rotation while fixed head piles are assumed to fail
by translation. According to Hansen, short rigid piles will have L/D ratio less than 10 to
12; where L is the length of the pile and D is its diameter.

A computer program (LPILE from Ensoft) was used to perform the lateral load analysis of
piles. Given site specific soil parameters and pile properties, program LPILE models the
soil-pile interaction and calculates the lateral load at the pile head displacement of the
pile, for a given displacement of the pile. Pile cut-off level is considered at existing ground
level.

Permissible values of lateral displacement may vary depending upon the

project/structure. The lateral load analysis was conducted for pile diameters of 600 mm &
800 mm with free and fixed head conditions using critical soil profile under substation
building. Permissible lateral deflection is assumed as 1% of pile diameter. Lateral load,
Maximum bending moment for pile head deflection 1% of pile diameters is presented in
Tables 11 & 11(a). Lateral load vs. deflection for both free & fixed head of piles presented
in Figures 13 thru 14(a). Maximum bending moment curves for both free & fixed head
condition of the piles is presented in Figure 15 thru 16(a).
Table 11
a) Lateral Load & Maximum bending moment for deflection of 1% pile diameter
BHs covered Pile Free head Condition
Diameter Deflection Lateral Maximum Bending
(mm) (mm) load (KN) Moment (kN-m)
BH-1, *3 & 4 600 6 65 108.6
800 8 150 338.5

b) Lateral Load & Maximum bending moment for deflection of 1% pile diameter
BHs covered Pile Fixed head Condition
Diameter Deflection Lateral Maximum Bending
(mm) (mm) load (KN) Moment (kN-m)
BH-1, *3 & 4 600 6 170 296.8
800 8 350 738.8

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6.6.4 Pile Groups

In general, group effects depend significantly on pile group geometry, penetration depths,
thickness and nature of the bearing strata underneath the pile tips. The efficiency of a pile
group equals the ratio of ultimate capacity of pile in cluster to its capacity as an individual
pile.

For the project under study, a minimum center-to-center pile spacing of 2.5D to 3.0 D (D
is the pile diameter) may be considered for a group efficiency of 100 percent for axial load
capacities. Further, it is recommended that pile cap be extended for a distance of about
100 mm-150 mm outside the outer faces of the piles in the group.

6.6.5 Pile Installation Considerations

Installation practices include consideration and utilization of appropriate field methods.

Specialist contractor acceptable to the company should be appointed for installation of
piles.

For the bored cast in place concrete pile sections, it is advisable that casing be installed
during drilling and drilling mud be used throughout in order to prevent caving/ collapse of
borehole soils. It is also advised to ensure that all debris be removed from the bottom of
the borehole and bottom shall be cleaned properly before placement of concrete. Else,
pile toe will not be formed as desired, in turn the pile capacities are over-estimated.

6.6.6 Pile Load Testing

Compression capacities of piles should be verified by full scale load tests performed on
proto type foundations in the field. Preliminary testing may be carried out on one or two
piles in the study area in the pre-construction stage; and compression, tension & lateral
load tests on 1% working piles shall be conducted as per SAES A-113. The actual
number of tests on piles shall be appropriately chosen and duly approved by
Aramco/Owner. The testing procedure, sequence of loading etc. shall be in accordance
with ASTM D-1143, and also be duly approved by Owner.

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6.6.7 Pile integrity testing

Pile integrity testing shall be carried out on 100 percent piles in case of cast-in-situ
concrete piles. The tests shall be done in accordance with ASTM D- 5882-07 / D 6760-
02. These data assist evaluation of pile integrity and pile physical dimensions (cross-
sectional area, length), continuity, and consistency of the pile material, although
evaluation is approximate.

6.7 Foundations for Vibrating Equipment

6.7.1 Machines supported by Block foundations - General

Generally, machine foundations when acted upon by dynamic loads, may vibrate in any
one or combination of the six modes of vibrations (degrees of freedom) as illustrated in
Figure 7. These modes of vibrations include translational modes along vertical and
horizontal directions, rotational modes in the form of rocking (about longitudinal axis) or
pitching (about lateral axis) or yawning (about vertical axis).

In the design of machine foundations, transient forces consisting of vertical, lateral and
longitudinal forces equal to 25 percent (unless specified by the manufacturer) of the
machine weight shall be used.

The recommended NABCs for shallow footings are applicable for vertical, concentric
‘static’ loads only. For machine foundations, the bearing capacity values should be
reduced appropriately as per generally accepted industry practices (generally one-half of
the static values). Applicable specifications should be followed for the design and
construction of foundations supporting heavy machinery.

Reference be made to applicable SAES Q-007 on” Foundations and Supporting

Structures for Heavy Machines”. For design purposes, the allowable bearing capacities
for vibrating equipment foundations shall be limited as indicated below:

1. For high tuned foundations, the soil bearing pressure shall not exceed fifty percent
(50%) of the allowable bearing pressure permitted for static loads.
2. For low tuned foundations, the soil bearing capacities shall not exceed seventy
five percent (75%) of the allowable bearing pressure permitted for static loads.

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The long-term cyclic loadings imposed by the machines could, however, cause minor or
some densification of the granular material beneath the foundations. Due to this
densification, differential settlements will be minimized. The design of the foundations
should restrain the dynamic response of the soil-structure system to within tolerable and
acceptable limits of displacements as per applicable project Specifications. Richart, Hall
and Woods (1970) provide guidance for tolerable displacement amplitudes for machine
vibrations, as shown in Figure 8. Same information is reproduced in “Design of structures
& foundations for vibrating machines” by Arya, O’Neill & Pincus (1984).

The maximum permissible increase over the safe loads on the foundations to account for
the transient dynamic loads also shall be 25 percent.

6.7.2 Parameters from Cross-hole Tests

For the design of foundations subjected to dynamic loads, one (1) seismic cross-hole test
(CHT-01) was performed at location as indicated in Table 1. The borehole log for cross-
hole test at shot hole location is presented in Figure G-2. Summary of the laboratory test
results of cross-hole tests are presented in Figure G-3. Details of parameters computed
from the data of seismic tests are tabulated in Figures G-4, Appendix- G. The data is also
presented graphically in Figure G-4(a).

Based on the cross-hole test results, the following range of parameters are
recommended for preliminary design of machine foundations.

Table 12
Dynamic Soil Parameters from Cross-hole Tests
Parameter/ µ G (MPa) E (MPa)
Reference
CH-1 0.25-0.37 59-174 160-457
µ: Poisson’s ratio; G: Dynamic shear modulus; E: Young’s modulus

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These design parameters can also be used to calculate other dynamic parameters such
as spring constants.

Shear wave velocities are sensitive due to low-strain measurements. Dynamic elastic
properties measured using the seismic techniques are generally valid for strains in the
order of 10-6. Hence, it is important to correct these values to yield the equivalent
modulus at the strain levels anticipated in the intended applications. Figure 9 may be
used for correcting the elastic modulii.

6.5.3 Spring Constants & Damping in Soils

For a rigid block foundation resting on an elastic half-space, the spring constants and
damping aspects are related to mass ratio and mass moment of inertia. For design
purposes, the values of Equivalent spring constants and geometric damping ratios with
embedment effect as reproduced by Arya et al. (1984) are given in Tables 13(a) thru 13
(e).

Table 13(a)
Equivalent Spring Constants for Rigid Footings
Motion Spring Constant
Circular Footing
Vertical kz = 4Gro. η z /1-µ
Horizontal kx = 32 (1-µ) Gro3 η x /(7-8µ)
Rocking k ψ = 8Gro³ ηψ /[3(1-µ)]
Torsional k θ = 16 (G ro³) /3
Rectangular Footing
Vertical Kz = [G/ (1- µ)] βz (bL)1/2η z
Horizontal Kx= 2(1+µ) G βx (bL)1/2η x
Rocking k ψ = [G/ (1-µ)] β ψ bL2 ηψ

Note: For βv, βH and βR see Figure 10

Where Equivalent Radius, ro for Rectangular footings = (bL/π)1/2 Translation
= (bL /3π)1/4 Rocking
3

= [bL (b2+L2)/6π]1/4 Torsion

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 Geotechnical File No. 2017/133 Rev.3

Table 13(b)
Embedment Coefficients for Spring Constants

Motion Coefficient (η
η)
Vertical η z = 1 + 0.6(1 − µ )(h / r0 )
Horizontal η x = 1 + 0.55(2 − µ )(h / r0 )
Rocking ηψ = 1 + 1.2( 2 − µ )( h / r0 ) + 0.22( 2 − µ )(h / r0 ) 3
Torsional Not available
Where h = depth of embedment below grade

Table 13(c)
Geometrical Damping Ratios

Motion Mass factor Damping Ratio

Vertical Bz= [(1-µ)/ 4].W/γro3 Dz = 0.425αz / (Bz)1/2
Horizontal Bx = [(7-8µ)/ 32(1-µ)].W/γ ro3 Dx = 0.288αx / (Bx)1/2
Rocking Bψ = [3(1-µ)/8].Iψ/γ ro5 Dψ = 0.15 αψ/ [(1+ηψBψ)(ηψBψ)1/2]
Torsion Bθ = Iθ/γ ro5 Dθ = 0.50/ (1+2Bθ)

Table 13(d)
Embedment Coefficients on Damping Ratios

Motion Coefficient (η
η)
Vertical α z = 1 + 1.9(1 − µ )( h / r0 ) / η z
Horizontal α x = 1 + 1.9(2 − µ )(h / r0 ) / η x
Rocking αψ = [1 + 0.7(1 − µ )(h / r0 ) + 0.6(2 − µ )(h / r0 ) 3 ] / ηψ
Torsional Not available
Where h = depth of embedment below grade

Table 13(e)
Values of ηψ for various values of Bψ

Bψ 5 3 3 1 0.8 0.5 0.2

ηψ 1.079 1.110 1.143 1.219 1.251 1.378 1.600

The internal damping ratio value needs to be combined with the various damping ratios
for geometrical damping as shown in this reference. The soils parameters provided in
above tables can be used for design purposes.

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 Geotechnical File No. 2017/133 Rev.3

7. CONSTRUCTION CONSIDERATIONS

7.1 Site Preparation

A. General

Existing ground elevations within the study test locations (as presented in Table 1) varied
between +12.52m & +12.74m. From survey data, it is noted that proposed site is uniform
and flat within the study locations. Fill may be required to achieve the final grade level.
Therefore, the site preparation would involve backfilling operations in order to bring the
various construction areas to the desired grades. The construction aspects and site work
preparation shall be done in accordance with applicable SAES A-114 Standards.

7.2 Excavation Considerations

All excavations to desired grades, for foundations and utilities can be made using
conventional earth moving machinery consisting of scraper, dozer, trencher, backhoe
etc. A clear space of at least 0.6m (2 ft.) is recommended to be maintained on all sides of
an excavation or trench. Sides of the shallow excavations less than one (1.0) meter deep
may be made to about 35 degrees to horizontal, without significant sloughing. Excavation
slopes for depths of 1.0m to 1.2m may be cut to 1.5:1.0 (horizontal to vertical) or flatter
above the GWT. These slopes are generally stable and minor sloughing may be
anticipated. Similar slope can also be adopted for the fill embankments up-to a height of
1.5 to 2.0 meters. When any excavation or trench reaches a depth of 1.2m (4 ft), shoring
shall be installed or the sides shall be sloped or benched. For every 1.2 m depth of
excavation, benches may be required to ensure safe means of entry and exit for all
trenches. For excavations below GWT, appropriate dewatering system shall be adopted
for proper drainage and disposal of all water throughout excavation and construction. For
further deeper excavations, sheet piling, ground anchoring or a combination of the two or
any other method acceptable and approved by Saudi Aramco shall be adopted. In all
cases, applicable earthwork specifications and construction safety procedures shall be
adhered to Saudi Aramco’s Construction Safety Manual/ Safety Handbook.

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 Geotechnical File No. 2017/133 Rev.3

7.3 Fill considerations

A. Fill Material

SAES A-114 specifies that Fill materials are broadly of two types, ‘General Fill material’ or
‘Select fill material’. ‘Select fill material’ shall be required within 0.6m of the bottom
elevation of foundations, tanks, spread footings, slab on grade and pavements when fill is
required to achieve final grade. As per Commentary Note 6.3.1.1 “Foundations may be
constructed directly on undisturbed soil. Excavation of undisturbed soil and replacement
with Select Fill Material shall not be performed except as noted in 6.2.3.2 or 7.2.2 of
SAES-A-114”. Requirements for ‘fill material’ as per SAES A-114 are as follows.

1. General Fill Material – Fill material shall consist of gravel, sand and/or marl. The
maximum size of fill material shall be one-half the lift thickness or 75 mm (3
inches), whichever is less. Fill material shall be free of frozen lumps, organic
matter, trash, chunks of high plastic clay of other unsatisfactory material.

2. Select Fill Material - Soil shall be composed only of inorganic material, carbonate-
free and shall have 100% passing the 5 cm (2”) sieve and from 0 to 20 percent
passing the No. 200 sieve. That portion of the material passing the No. 40 sieve
shall have a maximum liquid limit of 35 and maximum plasticity index of 12 as per
ASTM D-4318.

B. Suitability aspects of on-site soils

The top soils (to depths of about 3 SPTs~2.25m) from the boreholes revealed
predominantly silty sand/fine-grained materials with percent material passing through No.
200 Sieve more than 20. In addition, test pit samples also indicated fines percent passing
through No. 200 Sieve more than 20. Therefore, the suitability of the on-site soils does not
meet the specifications of Select fill material criteria as per SAES A-114. However, the on-
site soils are observed to be free from organic material & carbonates and comprise of
granular soils intermixed with fines and/or fine-grained soils of low plasticity. Therefore, the
material from the excavations may be utilized as general fill material. To utilize as Select
fill material, the on-site/ borrowed material shall be tested/ re-tested and approved by
Saudi Aramco/ Owner Engineer. Besides, compaction requirements and adequate quality
control shall be ensured.

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 Geotechnical File No. 2017/133 Rev.3

Soil mixture free from organic matter, containing no rocks or lumps over 75 mm (3 inches)
or half-the lift thickness, whichever is less, may be considered as satisfactory material for
general fill. This is however subject to the approval of Aramco / SEPCO Engineer at site.
In addition, while utilizing this material as backfill, proper compaction requirements and
adequate quality control shall be ensured

C. Fill Placement and Compaction

Fill or backfill material shall be as per the suitability criteria mentioned above in Section.
Fill material shall be placed in lifts of about 200 mm-300 mm in loose depth for vibratory
roller compaction; and not exceeding 100mm for hand-operated compaction. If the fill
material is predominantly fine-grained, shall be placed in lifts of about 150 mm-200 mm in
loose thickness.

Other lift thicknesses may be approved by the SEPCO/Owner Engineers based on field
test section using the intended compaction equipment. It is advisable to prepare a ‘trial
section’ in the field using the anticipated procedure/ equipment and check if the
assumptions made for the fill are achieved by performing appropriate testing.

Compaction shall begin only after the fill or backfill has been properly placed and the
material to be compacted is at the proper moisture content. Compaction shall be
performed with equipment compatible with soil type. Preferably, vibratory roller
compaction is recommended for granular fill materials and static sheep foot rollers /
pneumatic - tired rollers are preferred in compacting fine-grained fills.

Fill or backfill placed beneath foundations shall be compacted to at least 85-95%

(depending on the location of fill layer from surface) of the Maximum Modified Proctor
Density as determined by ASTM D-1557. For cohesionless free draining soils, 70%
relative density as determined by ASTM D-4253 and ASTM D-4254 shall be used. In
general, it is recommended that the moisture contents of the fill material shall be ± 2% of
the optimum moisture at the time of compaction, to achieve desired degree of
compaction. Where mechanical mixing of soil and water is done, it shall be carried out in
field sections as outlined in Section 7.3 C and the degree of compaction be verified in
field sections.

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 Geotechnical File No. 2017/133 Rev.3

In no case should compaction be allowed on slopes steeper than 1(V) to 5 (H) i.e. 20%
slopes. A series of horizontal benches, steps or terraces, at least 10ft. (3048mm) wide
should be cut into existing and natural slopes prior to adding new fill. Construction of new
slopes shall be accomplished by compacting horizontal fill layers at least 1 (one) roller
width beyond the design edge of the slope and when trimming back to achieve the final
slope dimensions.

When the backfill material cannot clearly be classified as cohesive or cohesion-less, both
relative density and Proctor density tests must be performed as stated above. The backfill
shall then be compacted to the greater density.

D. Field Control

Prior to compaction of any fill material, a field section using the intended compaction
equipment shall be performed to determine the proper lift thickness to achieve the
necessary density requirements.

To verify that the specified degree of compaction has been achieved, in-place density
and moisture content of soils shall be determined as per ASTM D-1556 or D-2922 or
other acceptable methods. As per applicable SAES A-114 standards, the acceptance
testing of in-place density and moisture content (field density testing) on compacted fill
can be performed.

The number of tests shall be increased if a visual inspection determines that the moisture
content is not uniform or if the compacting effort is variable and not considered sufficient
to attain specified density. The Site Engineer may approve a decrease in the number of
tests once a compaction procedure has proven to meet compaction requirements.

7.4 Drainage Provisions

A well-planned drainage network should be designed for the site to take care of (i)
rainfall; (ii) runoff water; (iii) sewage, etc.

The drainage system should be capable of disposing, safely, waters from all sources
without causing any adverse effect to structures and/or foundation soils. While preparing
the site for the proposed construction, a suitable drainage network should be planned so
as to remove the rainwater and other sources of water effectively away from the main

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 Geotechnical File No. 2017/133 Rev.3

structures. This should be continuously and effectively taken to a pre-planned zone so as

to discharge into the designated outlets in the area.

In view of the influence of moisture variation on foundation soils, it is recommended that

all precautions be taken to see the moisture of subsurface/foundation soils is not unduly
disturbed. This can be achieved by considering the following and/or other appropriate
methods:
a. Keeping all greenery at least 3m away from the building periphery;
b. Providing proper drainage for prompt and quick disposal of all run off or surface waters
and;
c. All areas surrounding structures be paved and graded away from the structure (i.e.
splash zones sloping away from the structure should be provided).
For a positive protection, in our opinion, the splash zone should be covered with asphalt
cap. This will minimize the ingress of water into foundation soils. Any gardening activity in
the form of lawns, flowerbeds etc. should be accordingly undertaken somewhat away
(about 2m) from the proposed structures.

7.5 Erosion Protection

On-site near-surface soils are generally susceptible to wind and water erosion. These
could be stabilized with Cement. The soil and cement should be well mixed, moisture-
conditioned to within 1 per cent of optimum moisture and compacted to at least 95% of
the maximum dry density. The optimum moisture content and maximum dry density of the
soil-cement mixture should be determined by the ASTM D-558 test method. Subject to
the availability, marl might also be used in lieu of soil-cement mixture. Mixing, moisture
conditioning, and compaction should be completed in not more than two hours. Traffic,
except as required to maintain the surface of the soil-cement in a damp condition, should
not be permitted for at least 24 hours after final compaction.

The exposed sands could also be stabilized using a mixture of marl and on-site or
imported sands or base aggregate. The aggregate base (10cm-15cm thick) should be
compacted to at least 95 percent of the maximum dry density based on the ASTM D-
1557 test procedures.

For slope protection against erosion from wind, stabilization of surface soil with Type V
Portland Cement as per ASTM C 150 may be adopted. For slope protection against
erosion from water, slowing down of surface water is needed. To accomplish this, erosion

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 Geotechnical File No. 2017/133 Rev.3

control blankets, fiber rolls may be used. Erosion control blankets are usually woven type
from a chosen material, with lots of ridges and obstructions. These materials are either
synthetic or natural. Fiber rolls are also made of similar material as used in erosion
control blankets, but are rolled into large diameter logs. Coir type logs/ Logs made of
rice/wheat straw also may be used. These logs are nailed into the slope to slow down the
surface water. Tensar type geo-grids also may be effective. The source/ availability of the
appropriate material is essential in selection of the technique, and it shall be duly
approved by Saudi Aramco/Owner Engineer.

7.6 Foundation Protection

7.6.1 Protection against Concrete Deterioration

Available literature on the performance of concrete structures in various parts of Kingdom

of Saudi Arabia points towards the need for appropriate durability considerations in the
concrete mix design. Design of concrete mixes etc. shall be done by keeping in mind the
aggressive environmental conditions in the region.

It should be noted that higher temperatures could accelerate chemical reactions, which
affect the durability of concrete. Also, extreme temperature fluctuation causes expansion
and contraction in concrete elements.

Unsatisfactory aggregates also are a common cause of concrete deterioration. To

combat any possible unsatisfactory performance of aggregates, we recommend that fine
and coarse aggregates for concrete mix should be selected carefully.

Once the aggregate proportions have been determined, the total chloride and sulfate
contents of the concrete materials should be checked to ensure that the limits as
recommended by ACI/ASTM or other applicable Specifications are not exceeded.

Caution is advised regarding minimum cement content, maximum water-cement ratio,

minimum concrete cover to be adopted and the penetrability of resulting concrete. We
also recommend that during construction, the concrete should be properly consolidated to
form a dense impermeable mass. Special attention should be given to proper
curing. Inadequate curing can negate all the earlier care taken in the mix design and
concreting operations and it cannot be made good by later treatments easily.

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 Geotechnical File No. 2017/133 Rev.3

In temperate climates, a concrete mix is typically designed to meet three criteria and their
importance is usually identified thus:
Strength, Workability and Durability
It was rightly said that in the Gulf environment, the order of their significance should be
reversed to:
Durability, Workability and Strength

All construction practices including selection of cement type etc. shall be in accordance
with applicable SAES.

Extreme care is, therefore, advised in the design and construction of foundations to
eliminate the possibility of concrete deterioration and/or corrosion of steel. All concrete
construction below ground level shall be appropriately “protected” in order to safeguard
from aggressive chemical attack from soil and/or groundwater. Details for “protection of
buildings against water from the ground” are given in CP 102 of BSI. Appropriate coating
shall be considered for reinforcement of steel. Consideration should be given to the
provision of an impervious membrane or to the use of special cements/ additives to
provide a concrete of adequate resistance to chemical attack.

All construction practices shall be in accordance with applicable SAES. A plasticized

sheet vapor barrier, minimum 0.15 mm (6 mils) in thickness or a 50mm thick sub-slab
(lean concrete) shall be placed beneath concrete foundations as per SAES Q-001.

7.6.2 Type of Exposure and Cement

The chemical tests results are examined and compared with the exposure types as per
SAES Q-001 dated January 2016, reproduced in Figures 9 thru 9(b). The results of
chemical analysis indicate S2 Sulfate Exposure & C2 Chloride Exposure. However, C2
Chloride Exposure governs the selection of the measures against the chemical attack.
As a result, it is recommended to use Type I + Pozzolan or Slag with Epoxy Coated
Rebars (ECR). However, it is recommended that the concrete design mix should be
checked by a Concrete Expert to assess adequacy for sulfate attack.

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 Geotechnical File No. 2017/133 Rev.3

7.7 Pavement Considerations

7.7.1 Sub-grade Materials

Two (2) test pits were excavated manually as specified in Figure 2. Bulk samples were
collected from each 0.5m layer of test pits within the depths of top 1.0m at the respective
existing grades. Index tests, Proctor and CBR tests were conducted on all the bulk
samples. The summary of laboratory test results on test pit samples are given in
Appendix-H.

As observed from the summary of laboratory tests (Figure H-3), the samples are
classified as ML & SM as per ASTM-2487 and A-4 as per ASTM D-3282.

From the summary, it is noted that all samples collected from top 1m depth of 2 test pits
indicated fines passing through sieve No. 200 more than 20%. Therefore, the on-site soils
may be used as fill/backfill material as per the suitability criteria prescribed in SAES A-
114. In general, it is recommended that the moisture contents of the sub-grade soils be ±
2% of the optimum moisture at the time of compaction. Accordingly, the existing sub-
grade soils if needed to be utilized should, therefore, be wetted to increase their moisture
contents in order to provide adequate and proper compaction. It is essential that the sub-
grade and sub-base be hard and non-yielding at the time of pavement construction.

It is known that CBR value for the material is an important parameter in the material
selection and design of flexible pavements. CBR tests conducted on bulk samples that
indicated CBR value of 9 & 10 at 95% compaction and 33 & 34 at 100% compaction. The
soil rating system for sub grade, sub base or base for use in the design of light traffic
pavements in terms of CBR values is reproduced in Figure H-13. Following this figure,
the existing A-4 soils could be categorized in general as ‘medium to good’ sub-grade
materials to support pavements. Base course and Sub base course recommendations
shall be in accordance with the SAES Q-006.

7.7.2 Other Aspects of Pavement

A base course may be generally defined as a layer of granular material, which lies
immediately below the wearing surface of a flexible pavement. As this course lies close

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 Geotechnical File No. 2017/133 Rev.3

to the pavement surface, it must possess high resistance to deformation in order to

withstand high pressures imposed upon it.

All Asphalt concrete paving aspects shall be in accordance with SAES Q-006.

For “Asphalt Concrete Paving”, the entire sub grade shall be compacted to not less than
95 percent of the maximum dry density per (ASTM D-1557, Method-D, or AASHTO T-180
Method-D) or to not less than 70 percent of relative density determined by ASTM D-4253
and D-4254, unless specified otherwise in the Earthwork documents. The granular sub
base material should be compacted to 95% of the maximum modified dry density (ASTM
D-1557). All compaction operations at the site shall preferably be done at moisture
content close to optimum, and shall be done in accordance with project specifications.
Sub grade below paved areas and roadways should be prepared as recommended in the
site preparation section as per SAES A-114 or Project specifications. Fill necessary to
raise each site and bring the pavement areas to the desired grades should also be as
specified in SAES A-114. On-site granular soil can be used as backfill if properly
compacted and prepared as discussed above and also meet the project specifications. It
is recommended that all pavement areas and drives be properly graded to promote
effective drainage of water and prevent ponding of surface water onto the pavement
areas.

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 Geotechnical File No. 2017/133 Rev.3

8. GENERAL COMMENTS AND LIMITATIONS

 This Engineering Report is for exclusive use of SEPCO for specific application to the
proposed Jazan Refinery Emergency Diesel Generator Project, Jazan.

 The soil data, test results and foundation recommendations submitted in this report are
based on subsurface conditions revealed through a total of ten (10) boreholes, Standard
penetration tests & Collection of Samples for laboratory testing on borehole samples, ten
(10) piezo-cone penetrometer tests, two (2) electrical resistivity tests, one (1) cross hole
test, two (2) plate load tests and Excavation of two (2) Test pits and Collection of Bulk
Samples; etc. as per the locations provided by client. No other warranty, expressed or
implied, is made.

 The analysis and the foundation recommendations are made with reference to design
details, existing grade levels etc. provided by Client. In the event that the design or
location of the proposed structures/locations with reference to current boreholes is
changed, the recommendations contained in this report should be thoroughly reviewed
and the conclusions of this report shall be re-evaluated with specific application.

 In the analysis for mat foundation of substation building, soil stratigraphy has been
considered as per applicable boreholes upto a maximum depth of exploration, i.e. 20m.
Beyond this depth, it is assumed that the strata existed at the end of boring would
continue. In case different sub soil stratigraphy encountered during exploration under
substation building; analysis shall be revisited and recommendations shall be revised.

 It is a standard and good practice to probe for and remove all loose/soft zones/pockets at
foundation level or immediately below and replace the same with compacted fill (as per
project specifications), prior to placement of foundations. It is recommended that all
construction operations dealing with excavations, earthwork and foundations be
supervised by experienced personnel.

 Experienced engineer should observe the site preparation and foundation installations to
check that the work is performed in accordance with the plans and specifications. Field
and laboratory tests should be performed to confirm that the material quality, compaction
and strength meet the project specifications.

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 Geotechnical File No. 2017/133 Rev.3

 Extreme care is advised in the design & construction to eliminate the possibility of
concrete deterioration and/or corrosion of steel.

 Due care shall be exercised to ensure proper erosion protection measures are
implemented.

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 Geotechnical File No. 2017/133 Rev.3

9. SELECTED REFERENCES
1. Terzaghi, K & Peck, R.B (1967) Soil Mechanics in Engineering Practice. John
Wiley & Sons.
2. J. B. Burland & M. C. Burbidge Settlement of Foundations on Sand & Gravels

3. Schmertmann, J,H, (1978) Improved Strain Influence et. Al. Diagrams.

ASCE, JGED, Vol. 104, GT

4. Issa Oweis & John Bowman Geotechnical Considerations for Construction in

(1981) Saudi Arabia. ASCE, GT3, March, Pp 319 –
338.
5. Hunt, Roy E. (1984) Geotechnical Engineering Investigation Manual,
Von Hoffman Press, New York.

6. Tomlinson, M.J. (1986) Foundation Design and Construction. ELBS

and Pitman.
7. Rasheeduzzafar, F.H; Dakhil, A. Proposal for a Code of Practice to Ensure
S. Al-Gahtani, S.S. Al-Saadoun,
Durability of Concrete Construction in the
M. Badar & K.Y. Meddallah.
(1987) Arabian Gulf Environment.
8. Bowles, J.E. (1988 & 1996) Foundation Analysis and
Design. McGraw-Hill Publishing Co. Ltd.,
9. Murthy, VNS (1992) Soil Mechanics and Foundation Engineering
10. SAES A-112, A-113, A-114, M- SAUDI ARAMCO Engineering Standards
009, Q-001, Q-005, Q-007, Q-
006
14. Youd, T. L. et. al. “Liquefaction Resistance of Soils: Summary
Report from the 1996 NCEER and 1998
NCEER/NSF Workshops on Evaluation of
Liquefaction Resistance of Soils”, Journal of
Geotechnical and Geoenvironmental
Engineering, ASCE, 127(10), 817-833.

58
Drawing Title : Project Title :
Geotechnical Investigation for JAZAN REFINERY
EMERGENCY DIESEL GENERATOR Project Geotechnical File No. 2017/133 Figure No. 1

LOCALITY MAP Client / Owner :

 ER-2

PLT-2

BH-2

TP-01 Shifted Locations

Shifted Location
TP-02

ER-1 PLT-1

PLT-1
BH-1

TP

Drawing Title : Client / Owner: Project Title :

Geotechnical Investigation for JAZAN REFINERY
BOREHOLES AND OTHER EMERGENCY DIESEL GENERATOR Project

TESTS LOCATION PLAN Geotechnical File No. 2017/133 Figure No. 2

 Depth 1 2 3 4 5 6 7 8 9 10
0.15 24 17 26 23 10 26 21 9 19 17
0.75 19 25 27 24 7 30 29 8 19 24
1.5 21 32 25 23 7 34 35 6 24 22
2.25 22 33 21 22 29 32 28 8 28 24
3 31 22 28 27 36 32 21 12 25 26
3.75 33 15 32 29 18 38 25 11 27 26
4.5 11 7 37 11 14 43 9 11 9 8
6 11 9 7 8 15 47 5 14 11 9
7.5 12 11 12 24 12 44 18 13 15 16
9 16 39 19 48 14 38 40 15 53 40
10.5 33 35 53 53 45 41 47 79 50 39
12 21 15 49 21 29 25 26 36 24 25
13.5 23 12 19 25 34 25 28 45 28 16
15 29 19 22 31 25 26 36 16 25 17
16.5 24 22 38 30 31 34 41 17 33 34
18 22 28 32 34 27 41 35 16 40 27
19.5 22 33 38 36 31 36 38 28 41 38
20 25 36 41 39 40 37 45 29 38 41
22.5
24
25
27
28.5
30
CL ML/CL-ML
GWT 11.55 11.7 11.6 11.6 11.7 11.55 11.6 11.7 11.6 11.65
RIG # 806 806 690 690 806 690 690 806 690 806

SPT- N VALUES vs. DEPTH

Project Title: Geotechnical Investigation for Jazan Refinery Emergency Diesel Generator Project
Client/Owner: SEPTCO/SAUDI ARAMCO

Geotechnical File No. 2017/133 Figure No. 3

Depth 1 2 3 4 5 6 7 8 9 10
0.15 28 20 25 23 11 25 21 10 19 20
0.75 22 29 26 23 8 29 28 9 19 28
1.5 24 37 24 23 8 33 34 7 23 25
2.25 25 38 21 22 33 31 27 9 27 28
3 36 25 27 26 41 31 21 14 24 30
3.75 38 17 31 28 21 37 24 13 26 30
4.5 14 9 41 12 18 48 10 14 10 10
6 14 12 8 9 20 52 6 18 12 12
7.5 17 16 15 30 17 55 22 19 19 23
9 23 57 24 60 20 47 50 22 66 58
10.5 50 54 69 69 69 54 61 100 65 60
12 32 23 64 27 44 33 34 55 31 38
13.5 35 18 25 33 52 33 37 69 37 24
15 44 29 29 40 38 34 47 24 33 26
16.5 37 34 50 39 47 44 54 26 43 52
18 34 43 42 44 41 54 46 24 52 41
19.5 34 50 50 47 47 47 50 43 54 58
20 38 55 54 51 61 48 59 44 50 63
22.5
24
25
27
28.5
30
CL ML/CL-ML
GWT 11.55 11.6 11.6 11.6 11.7 11.55 11.6 11.7 11.6 11.65
RIG # 806 806 690 690 806 690 690 806 690 806

SPT- N60 VALUES vs. DEPTH FOR BOREHOLES

Project Title: Geotechnical Investigation for Jazan Refinery Emergency Diesel Generator Project
Client/Owner: SEPTCO/SAUDI ARAMCO

Geotechnical File No. 2017/133 Figure No. 4

 RELATIVE DISTANCE, dA / B

THE SETTLEMENT AT A DISTANCE d A IS ESTIMATED BY.

∆ HA = IA . ∆H : WHERE ∆H = SETTLEMENT BENEATH FOOTING

dA = DISTANCE BETWEEN FOOTING AND POINT WHERE
ADDITIONAL SETTLEMENT IS TO BE CALCULATED.
B = MINIMUM DIMENSION OF FOOTING.

SOURCE :
REPORT ON "GEOTECHNICAL ENGINEERING INVESTIGATION -
DOCK STORAGE AREA", JUBAIL INDUSTRIAL CAUSEWAY,
SAUDI PETROCHEMICAL PROJECT, SEPTEMBER 08, 1982.
BY CEO - HLA
CONSULTING ENGINEERING OFFICE
AL - KHOBAR, K.S.A. and
HARDING LAWSON ASSOCIATES
6300 WESTPARK, SUITE 100
HOUSTON, TEXAS 77057

NOTE :
THE ABOVE PROCEDURE IS APPROXIMATE. BUT CONSIDERED
WELL WITHIN THE ACCURACY OF THE SITE PARAMETERS AND
ANALYSIS. THIS PROCEDURE IS ACCEPTABLE FOR COMPUTING
THE EFFECTS OF MULTIPLE FOUNDATION FOOTINGS,
SUCH AS GRID. ETC.

Project Title : Drawing Title :

Geotechnical Investigation for JAZAN REFINERY

EMERGENCY DIESEL GENERATOR Project
SETTLEMENT FROM
Client / Owner :
ADJACENT FOOTINGS

Geotechnical File No. 2017/133 Figure No. 5

 ANGULAR DISTORTION δ/ l
1 1 1 1 1 1 1 1 1 1
100 200 300 400 500 600 700 800 900 1000

Limit where difficulties with machinery

sensitive to settlements are to be feared.

Limit of danger for frames with diagonals.

Safe limit for buildings where cracking is not permissible.

Limit where first cracking in panel walls is to be expected.

Limit where difficulties with overhead cranes are to be expected

Limit where tilting of high, rigid buildings might become visible.

Considerable cracking in panel walls and brick walls.

Safe limit for flexible brick walls, h / l < 1/4.

Limit where structural damage of general buildings is to be feared.

Source : BJERRUMM, 1963

Project Title : Drawing Title :

Geotechnical Investigation for JAZAN REFINERY

EMERGENCY DIESEL GENERATOR Project
LIMITING
Client / Owner :
ANGULAR DISTORTION

Geotechnical File No. 2017/133 Figure No. 6

Project Title : Drawing Title :

Geotechnical Investigation for JAZAN REFINERY

EMERGENCY DIESEL GENERATOR Project
SIX MODES OF VIBRATION
Client / Owner :
FOR A FOUNDATION

Geotechnical File No. 2017/133 Figure No. 7

 Limits of Vibration Amplitude Versus Frequency

Source : Richart, Hall & Woods

Project Title : Drawing Title :

Geotechnical Investigation for JAZAN REFINERY

EMERGENCY DIESEL GENERATOR Project
DISPLACEMENT
Client / Owner :
AMPLITUDE LIMITS

Geotechnical File No. 2017/133 Figure No. 8

 AFTER SEED (1969)
FROM SWIGER (1974)

Project Title : Drawing Title :

Geotechnical Investigation for JAZAN REFINERY

EMERGENCY DIESEL GENERATOR Project
STRAIN MODULUS
Client / Owner :
RELATION FOR SANDS

Geotechnical File No. 2017/133 Figure No. 9

Project Title : Drawing Title :

Geotechnical Investigation for JAZAN REFINERY

EMERGENCY DIESEL GENERATOR Project
BLOCK ON ELASTIC
Client / Owner :
HALF-SPACE

Geotechnical File No. 2017/133 Figure No. 10

Drawing Title : Project Title :

Geotechnical Investigation for JAZAN REFINERY

Geotechnical File No. 2017/133 Figure No. 11
EMERGENCY DIESEL GENERATOR Project
CONCRETE EXPOSURE TYPES
Client / Owner :
Project Title : Drawing Title :

Geotechnical Investigation for JAZAN REFINERY

EMERGENCY DIESEL GENERATOR Project

Client / Owner : CONCRETE EXPOSURE TYPES

Geotechnical File No. 2017/133 Figure No. 11(a)

Project Title : Drawing Title :

Geotechnical Investigation for JAZAN REFINERY

EMERGENCY DIESEL GENERATOR Project

Client / Owner : CONCRETE EXPOSURE TYPES

Geotechnical File No. 2017/133 Figure No. 11(b)

 4500
COMPRESSION
4000

3500

3000

2500
NET ALLOWABLE LOAD (kN)

2000

1500

1000

500

PILE LENGTH ( m. )
0
11 13 15 17 19 21 23 25
-500

-1000

-1500

-2000

-2500
TENSION
-3000
Pile Diameter = 600 mm
Compression
Pile Diameter = 800 mm

Pile Diameter = 600 mm

Tension
Pile Diameter = 800 mm

Source Boreholes : BH - 01, 03 & 04

Project Title : Drawing Title :

Geotechnical Investigation for JAZAN REFINERY

EMERGENCY DIESEL GENERATOR Project

Client / Owner : NET ALLOWABLE LOADS ON PILES

Geotechnical File No. 2017/133 Figure No. 12

 Lateral Pile Deflection (meters)
-0.001 0 0.001 0.002 0.003 0.004 0.005 0.006

0
1
Sand

2
3
4

Stf. Cl. NW
5
6
7
8

Stf. Cl. NW
9
Depth (m)
10

Load Case 1
11
12

Sand
13
14
15

Stf. Cl. W
16
17
18

Sand
19

Diameter = 600 mm., Source Boreholes: BH - 01, 03 & 04

Drawing Title: LATERAL LOAD vs. DEFLECTION CURVES - Free Head Condition

Project Title : Client / Owner : Geotechnical File No. 2017/133 Figure No. 13
Geotechnical Investigation for
JAZAN REFINERY EMERGENCY
DIESEL GENERATOR Project
 Lateral Pile Deflection (meters)
-0.001 0 0.001 0.002 0.003 0.004 0.005 0.006 0.007 0.008

0
1
Sand
2
3
4

Stf. Cl. NW
5
6
7
8

Stf. Cl. NW
9
Depth (m)
10

150 kN
11
12

Sand
13
14
15

Stf. Cl. W
16
17
18

Sand
19

Diameter = 800 mm., Source Boreholes: BH - 01, 03 & 04

Drawing Title: LATERAL LOAD vs. DEFLECTION CURVES - Free Head Condition

Project Title : Client / Owner : Geotechnical File No. 2017/133 Figure No. 13(a)
Geotechnical Investigation for
JAZAN REFINERY EMERGENCY
DIESEL GENERATOR Project
 Lateral Pile Deflection (meters)
-0.001 0 0.001 0.002 0.003 0.004 0.005 0.006

0
1
Sand
2
3
4

Stf. Cl. NW
5
6
7
8

Stf. Cl. NW
9
Depth (m)
10

Load Case 1
11
12

Sand
13
14
15

Stf. Cl. W
16
17
18

Sand
19

Diameter = 600 mm., Source Boreholes: BH - 01, 03 & 04

Drawing Title: LATERAL LOAD vs. DEFLECTION CURVES - Fixed Head Condition

Project Title : Client / Owner : Geotechnical File No. 2017/133 Figure No. 14
Geotechnical Investigation for
JAZAN REFINERY EMERGENCY
DIESEL GENERATOR Project
 Lateral Pile Deflection (meters)
-0.001 0 0.001 0.002 0.003 0.004 0.005 0.006 0.007 0.008

0
1

Sand
2
3
4

Stf. Cl. NW
5
6
7
8

Stf. Cl. NW
9
Depth (m)
10

350 kN
11
12

Sand
13
14
15

Stf. Cl. W
16
17
18

Sand
19

Diameter = 800 mm., Source Boreholes: BH - 01, 03 & 04

Drawing Title: LATERAL LOAD vs. DEFLECTION CURVES - Fixed Head Condition
Project Title : Client / Owner : Geotechnical File No. 2017/133 Figure No. 14(a)
Geotechnical Investigation for
JAZAN REFINERY EMERGENCY
DIESEL GENERATOR Project
 Bending Moment (kN-m)
-10 0 10 20 30 40 50 60 70 80 90 100 110

0
1
Sand
2
3
4

Stf. Cl. NW
5
6
7
8

Stf. Cl. NW
9
Depth (m)
10

Load Case 1
11
12

Sand
13
14
15

Stf. Cl. W
16
17
18

Sand
19

Diameter = 600 mm., Source Boreholes: BH - 01, 03 & 04

Drawing Title: MAXIMUM BENDING MOMENT CURVES - Free Head Condition

Project Title : Client / Owner : Geotechnical File No. 2017/133 Figure No. 15
Geotechnical Investigation for
JAZAN REFINERY EMERGENCY
DIESEL GENERATOR Project
 Bending Moment (kN-m)
-100 -50 0 50 100 150 200 250 300 350 400

0
1
Sand
2
3
4

Stf. Cl. NW
5
6
7
8

Stf. Cl. NW
9
Depth (m)
10

150 kN
11
12

Sand
13
14
15

Stf. Cl. W
16
17
18

Sand
19

Diameter = 800 mm., Source Boreholes: BH - 01, 03 & 04

Drawing Title: MAXIMUM BENDING MOMENT CURVES - Free Head Condition

Project Title : Client / Owner : Geotechnical File No. 2017/133 Figure No. 15(a)
Geotechnical Investigation for
JAZAN REFINERY EMERGENCY
DIESEL GENERATOR Project
 Bending Moment (kN-m)
-300 -250 -200 -150 -100 -50 0 50 100 150 200

0
1
Sand
2
3
4

Stf. Cl. NW
5
6
7
8

Stf. Cl. NW
9
Depth (m)
10

Load Case 1
11
12

Sand
13
14
15

Stf. Cl. W
16
17
18

Sand
19

Diameter = 600 mm., Source Boreholes: BH - 01, 03 & 04

Drawing Title: MAXIMUM BENDING MOMENT CURVES - Fixed Head Condition

Project Title : Client / Owner : Geotechnical File No. 2017/133 Figure No. 16
Geotechnical Investigation for
JAZAN REFINERY EMERGENCY
DIESEL GENERATOR Project
 Bending Moment (kN-m)
-800 -700 -600 -500 -400 -300 -200 -100 0 100 200 300 400

0
1

Sand
2
3
4

Stf. Cl. NW
5
6
7
8

Stf. Cl. NW
9
Depth (m)
10

350 kN
11
12

Sand
13
14
15

Stf. Cl. W
16
17
18

Sand
19

Diameter = 800 mm., Source Boreholes: BH - 01, 03 & 04

Drawing Title: MAXIMUM BENDING MOMENT CURVES - Fixed Head Condition

Project Title : Client / Owner : Geotechnical File No. 2017/133 Figure No. 16(a)
Geotechnical Investigation for
JAZAN REFINERY EMERGENCY
DIESEL GENERATOR Project
 SAUDI ARAMCO BORING LOG
GEOTECHNICAL & CIVIL TESTING UNIT
PROJECT NAME: Geotechnical Investigation for Jazan Refinery Emergency Diesel Generator Project FILE NO: Geotechnical File No. 2017/133
LOCATION: Jazan Refinery Emergency Diesel Generator Project, Jazan FIELD INVESTIGATION: OSAIMI ENGINEERING OFFICE
COORDINATES: NORTH: 1,912,749.51 meter TYPE OF BORING: ROTARY WASH
EAST: 219,898.82 meter DIA. OF BORING: 100 mm. CORE SIZE: NW BORING NO: 2017_133 BH-01
GROUND ELEVATION: 12.55 meter DIA. OF UNDISTURBED SAMPLE: 64 mm. DATE COMMENCED: 2-1-18
DEPTH OF GROUNDWATER TABLE: 11.55 meter RIG #: ACKER AD-II (OEO-806) DATE COMPLETED: 2-1-18
MEASURED AT: 1000 HOURS ON: 3-1-18 HAMMER WT & DROP: 63.5 kg. / 760 mm. DRILLING SUPERVISOR: Shamsher
Sample Sample
Depth Passing Soil Classi- Depth
Type & Blows per N-Values Moisture DESCRIPTION
(feet) Content % 200 % Symbol fication (meters)
Number 12 inches

1 Very stiff, brown, sandy silt. 0.3

SPT - 1 11,12,12 24
2 0.6
3 Ditto. 0.9
SPT - 2 7,9,10 19 10.3 51
4 ML 1.2
5 1.5
6 SPT - 3 8,10,11 21 Medium dense, brown, silty sand with traces of clay. 1.8
7 2.1
8 Ditto. 2.4
SPT - 4 8,11,11 22
9 2.7
10 3.0
11 SPT - 5 11,15,16 31 9.1 44 Ditto but dense. 3.4
SM
12 3.7
13
SPT - 6 12,15,18 33 Ditto. 4.0
14 4.3
15 4.6
SPT - 7 5,5,6 11 Ditto but medium dense.
16 4.9
17 5.2
18 5.5
19 5.8
20 6.1
SPT - 8 4,5,6 11 15.5 31 Medium dense, brown, silty sand with traces of clay.
21 6.4
22 6.7
SM
23 7.0
24 7.3
25 7.6
SPT - 9 5,6,6 12 Ditto.
26 7.9
27 8.2
28 8.5
29 8.8
30 Ditto but greyish brown. 9.1
SPT - 10 6,7,9 16 13.1 30
31 9.4
32 9.8
SM
33 10.1
34 10.4
35 10.7

L E G E N D:
SPT-1 : STANDARD PENETRATION TEST & NUMBER R-1 : ROCK CORE RUN & NUMBER
R : REFUSAL AT SEATING DRIVE TCR : TOTAL CORE RECOVERY
H-1 : HAND SAMPLE & NUMBER SCR : SOLID CORE RECOVERY
U-1 : UNDISTURBED SAMPLE & NUMBER RQD : ROCK QUALITY DESIGNATION
: WATER TABLE SHEET 1 OF 2
FIGURE A-1
 SAUDI ARAMCO BORING LOG
GEOTECHNICAL & CIVIL TESTING UNIT
PROJECT NAME: Geotechnical Investigation for Jazan Refinery Emergency Diesel Generator Project FILE NO: Geotechnical File No. 2017/133
LOCATION: Jazan Refinery Emergency Diesel Generator Project, Jazan FIELD INVESTIGATION: OSAIMI ENGINEERING OFFICE
COORDINATES: NORTH: 1,912,749.51 meter TYPE OF BORING: ROTARY WASH
EAST: 219,898.82 meter DIA. OF BORING: 100 mm. CORE SIZE: NW BORING NO: 2017_133 BH-01
GROUND ELEVATION: 12.55 meter DIA. OF UNDISTURBED SAMPLE: 64 mm. DATE COMMENCED: 2-1-18
DEPTH OF GROUNDWATER TABLE: 11.55 meter RIG #: ACKER AD-II (OEO-806) DATE COMPLETED: 2-1-18
MEASURED AT: 1000 HOURS ON: 3-1-18 HAMMER WT & DROP: 63.5 kg. / 760 mm. DRILLING SUPERVISOR: Shamsher
Sample Sample
Depth Passing Soil Classi- Depth
Type & Blows per N-Values Moisture DESCRIPTION
(feet) Content % 200 % Symbol fication (meters)
Number 12 inches
SPT - 11 13,15,18 33 Dense, greyish brown, silty sand with traces of clay.
36 11.0
37 11.3
38 11.6
39 11.9
40
SPT - 12 7,9,12 21 22.6 38 Medium dense, brown, silty clayey sand. 12.2
41 12.5
42 SC-SM 12.8
43 13.1
44 13.4
45
SPT - 13 8,9,14 23 Ditto. 13.7
46 14.0
47 14.3
48 14.6
49 14.9
50 SPT - 14 10,11,18 29 20.6 57 Very stiff, brown, sandy silty clay. 15.2
51 15.5
52 CL-ML 15.8
53 16.2
54 16.5
55 SPT - 15 11,11,13 24 Medium dense, greyish brown, poorly graded sand with silt. 16.8
56 17.1
57 17.4
58 17.7
59 18.0
60 SPT - 16 11,10,12 22 17.9 07 Ditto. 18.3
61 18.6
62 SP-SM 18.9
63 19.2
64 19.5
65 SPT - 17 10,11,11 22 Ditto. 19.8
66 20.1
SPT - 18 11,12,13 25 Ditto.
67 20.4
68 END OF BORING @ 20.45 m. 20.7
69 21.0
70 21.3

L E G E N D:
SPT-1 : STANDARD PENETRATION TEST & NUMBER R-1 : ROCK CORE RUN & NUMBER
R : REFUSAL AT SEATING DRIVE TCR : TOTAL CORE RECOVERY
H-1 : HAND SAMPLE & NUMBER SCR : SOLID CORE RECOVERY
U-1 : UNDISTURBED SAMPLE & NUMBER RQD : ROCK QUALITY DESIGNATION
: WATER TABLE SHEET 2 OF 2
FIGURE A-1
 SAUDI ARAMCO BORING LOG
GEOTECHNICAL & CIVIL TESTING UNIT
PROJECT NAME: Geotechnical Investigation for Jazan Refinery Emergency Diesel Generator Project FILE NO: Geotechnical File No. 2017/133
LOCATION: Jazan Refinery Emergency Diesel Generator Project, Jazan FIELD INVESTIGATION: OSAIMI ENGINEERING OFFICE
COORDINATES: NORTH: 1,912,795.16 meter TYPE OF BORING: ROTARY WASH
EAST: 219,921.14 meter DIA. OF BORING: 100 mm. CORE SIZE: NW BORING NO: 2017_133 BH-02
GROUND ELEVATION: 12.68 meter DIA. OF UNDISTURBED SAMPLE: 64 mm. DATE COMMENCED: 6-1-18
DEPTH OF GROUNDWATER TABLE: 11.70 meter RIG #: ACKER AD-II (OEO-806) DATE COMPLETED: 6-1-18
MEASURED AT: 0930 HOURS ON: 7-1-18 HAMMER WT & DROP: 63.5 kg. / 760 mm. DRILLING SUPERVISOR: Shamsher
Sample Sample
Depth Passing Soil Classi- Depth
Type & Blows per N-Values Moisture DESCRIPTION
(feet) Content % 200 % Symbol fication (meters)
Number 12 inches

1 Medium dense, brown, silty sand with traces of clay. 0.3

SPT - 1 6,8,9 17
2 0.6
3 Ditto. 0.9
SPT - 2 11,12,13 25 11.7 35
4 SM 1.2
5 1.5
6 SPT - 3 11,15,17 32 Ditto but dense. 1.8
7 2.1
8 Ditto. 2.4
SPT - 4 12,15,18 33
9 2.7
10 3.0
11 SPT - 5 8,9,13 22 13.0 43 Ditto but medium dense. 3.4
SM
12 3.7
13
SPT - 6 5,7,8 15 Ditto. 4.0
14 4.3
15 4.6
SPT - 7 4,3,4 07 Loose, dark brown, silty sand with traces of clay.
16 4.9
17 5.2
18 5.5
19 5.8
20 6.1
SPT - 8 4,4,5 09 10.2 35 Ditto.
21 6.4
22 6.7
SM
23 7.0
24 7.3
25 7.6
SPT - 9 4,5,6 11 Ditto but medium dense.
26 7.9
27 8.2
28 8.5
29 8.8
30 Dense, brown, silty sand. 9.1
SPT - 10 15,18,21 39 13.1 31
31 9.4
32 9.8
SM
33 10.1
34 10.4
35 10.7

L E G E N D:
SPT-1 : STANDARD PENETRATION TEST & NUMBER R-1 : ROCK CORE RUN & NUMBER
R : REFUSAL AT SEATING DRIVE TCR : TOTAL CORE RECOVERY
H-1 : HAND SAMPLE & NUMBER SCR : SOLID CORE RECOVERY
U-1 : UNDISTURBED SAMPLE & NUMBER RQD : ROCK QUALITY DESIGNATION
: WATER TABLE SHEET 1 OF 2
FIGURE A-2
 SAUDI ARAMCO BORING LOG
GEOTECHNICAL & CIVIL TESTING UNIT
PROJECT NAME: Geotechnical Investigation for Jazan Refinery Emergency Diesel Generator Project FILE NO: Geotechnical File No. 2017/133
LOCATION: Jazan Refinery Emergency Diesel Generator Project, Jazan FIELD INVESTIGATION: OSAIMI ENGINEERING OFFICE
COORDINATES: NORTH: 1,912,795.16 meter TYPE OF BORING: ROTARY WASH
EAST: 219,921.14 meter DIA. OF BORING: 100 mm. CORE SIZE: NW BORING NO: 2017_133 BH-02
GROUND ELEVATION: 12.68 meter DIA. OF UNDISTURBED SAMPLE: 64 mm. DATE COMMENCED: 6-1-18
DEPTH OF GROUNDWATER TABLE: 11.70 meter RIG #: ACKER AD-II (OEO-806) DATE COMPLETED: 6-1-18
MEASURED AT: 0930 HOURS ON: 7-1-18 HAMMER WT & DROP: 63.5 kg. / 760 mm. DRILLING SUPERVISOR: Shamsher
Sample Sample
Depth Passing Soil Classi- Depth
Type & Blows per N-Values Moisture DESCRIPTION
(feet) Content % 200 % Symbol fication (meters)
Number 12 inches
SPT - 11 13,17,18 35 Dense, brown, silty sand.
36 11.0
37 11.3
38 11.6
39 11.9
40
SPT - 12 5,7,8 15 24.8 52 Stiff, brown, sandy silt. 12.2
41 12.5
42 ML 12.8
43 13.1
44 13.4
45
SPT - 13 5,5,7 12 Ditto. 13.7
46 14.0
47 14.3
48 14.6
49 14.9
50 SPT - 14 7,8,11 19 23.7 59 Very stiff, brown, silt with sand & gravel. 15.2
51 15.5
52 ML 15.8
53 16.2
54 16.5
55 SPT - 15 7,10,12 22 Ditto. 16.8
56 17.1
57 17.4
58 17.7
59 18.0
60 SPT - 16 12,13,15 28 18.1 28 Medium dense, greyish brown, silty sand. 18.3
61 18.6
62 SM 18.9
63 19.2
64 19.5
65 SPT - 17 12,15,18 33 Ditto but dense. 19.8
66 20.1
SPT - 18 12,17,19 36 21.0 36 SM Ditto but with traces of clay.
67 20.4
68 END OF BORING @ 20.45 m. 20.7
69 21.0
70 21.3

L E G E N D:
SPT-1 : STANDARD PENETRATION TEST & NUMBER R-1 : ROCK CORE RUN & NUMBER
R : REFUSAL AT SEATING DRIVE TCR : TOTAL CORE RECOVERY
H-1 : HAND SAMPLE & NUMBER SCR : SOLID CORE RECOVERY
U-1 : UNDISTURBED SAMPLE & NUMBER RQD : ROCK QUALITY DESIGNATION
: WATER TABLE SHEET 2 OF 2
FIGURE A-2
 SAUDI ARAMCO BORING LOG
GEOTECHNICAL & CIVIL TESTING UNIT
PROJECT NAME: Geotechnical Investigation for Jazan Refinery Emergency Diesel Generator Project FILE NO: Geotechnical File No. 2017/133
LOCATION: Jazan Refinery Emergency Diesel Generator Project, Jazan FIELD INVESTIGATION: OSAIMI ENGINEERING OFFICE
COORDINATES: NORTH: 1,912,760.50 meter TYPE OF BORING: ROTARY WASH
EAST: 219,901.39 meter DIA. OF BORING: 100 mm. CORE SIZE: NW BORING NO: 2017_133 BH-03
GROUND ELEVATION: 12.61 meter DIA. OF UNDISTURBED SAMPLE: 64 mm. DATE COMMENCED: 2-1-18
DEPTH OF GROUNDWATER TABLE: 11.60 meter RIG #: ACKER SOILMAX (OEO-690) DATE COMPLETED: 2-1-18
MEASURED AT: 1030 HOURS ON: 3-1-18 HAMMER WT & DROP: 63.5 kg. / 760 mm. DRILLING SUPERVISOR: Shamsher
Sample Sample
Depth Passing Soil Classi- Depth
Type & Blows per N-Values Moisture DESCRIPTION
(feet) Content % 200 % Symbol fication (meters)
Number 12 inches

1 Medium dense, brown, silty sand with traces of clay. 0.3

SPT - 1 13,14,12 26
2 0.6
3 Ditto. 0.9
SPT - 2 12,12,15 27
4 1.2
5 1.5
6 SPT - 3 10,10,15 25 11.1 44 Ditto. 1.8
SM
7 2.1
8 Ditto. 2.4
SPT - 4 8,9,12 21
9 2.7
10 3.0
11 SPT - 5 9,10,18 28 Ditto. 3.4
12 3.7
13
SPT - 6 13,15,17 32 16.9 53 Very stiff, brown, sandy silt. 4.0
14 ML 4.3
15 4.6
SPT - 7 14,16,21 37 Ditto but hard.
16 4.9
17 5.2
18 5.5
19 5.8
20 6.1
SPT - 8 3,3,4 07 Medium stiff, brown, sandy silty clay.
21 6.4
22 6.7
23 7.0
24 7.3
25 7.6
SPT - 9 3,4,8 12 16.8 66 Ditto but stiff.
26 7.9
27 8.2
CL-ML
28 8.5
29 8.8
30 Ditto but very stiff. 9.1
SPT - 10 7,8,11 19
31 9.4
32 9.8
33 10.1
34 10.4
35 SM 10.7

L E G E N D:
SPT-1 : STANDARD PENETRATION TEST & NUMBER R-1 : ROCK CORE RUN & NUMBER
R : REFUSAL AT SEATING DRIVE TCR : TOTAL CORE RECOVERY
H-1 : HAND SAMPLE & NUMBER SCR : SOLID CORE RECOVERY
U-1 : UNDISTURBED SAMPLE & NUMBER RQD : ROCK QUALITY DESIGNATION
: WATER TABLE SHEET 1 OF 2
FIGURE A-3
 SAUDI ARAMCO BORING LOG
GEOTECHNICAL & CIVIL TESTING UNIT
PROJECT NAME: Geotechnical Investigation for Jazan Refinery Emergency Diesel Generator Project FILE NO: Geotechnical File No. 2017/133
LOCATION: Jazan Refinery Emergency Diesel Generator Project, Jazan FIELD INVESTIGATION: OSAIMI ENGINEERING OFFICE
COORDINATES: NORTH: 1,912,760.50 meter TYPE OF BORING: ROTARY WASH
EAST: 219,901.39 meter DIA. OF BORING: 100 mm. CORE SIZE: NW BORING NO: 2017_133 BH-03
GROUND ELEVATION: 12.61 meter DIA. OF UNDISTURBED SAMPLE: 64 mm. DATE COMMENCED: 2-1-18
DEPTH OF GROUNDWATER TABLE: 11.60 meter RIG #: ACKER SOILMAX (OEO-690) DATE COMPLETED: 2-1-18
MEASURED AT: 1030 HOURS ON: 3-1-18 HAMMER WT & DROP: 63.5 kg. / 760 mm. DRILLING SUPERVISOR: Shamsher
Sample Sample
Depth Passing Soil Classi- Depth
Type & Blows per N-Values Moisture DESCRIPTION
(feet) Content % 200 % Symbol fication (meters)
Number 12 inches
SPT - 11 22,25,28 53 12.7 19 Very dense, greyish brown, silty sand.
36 11.0
37 11.3
SM
38 11.6
39 11.9
40
SPT - 12 21,26,23 49 Ditto but dense. 12.2
41 12.5
42 12.8
43 13.1
44 13.4
45
SPT - 13 6,8,11 19 25.1 58 Very stiff, brown sandy lean clay. 13.7
46 14.0
47 CL 14.3
48 14.6
49 14.9
50 SPT - 14 9,10,12 22 Ditto. 15.2
51 15.5
52 15.8
53 16.2
54 16.5
55 SPT - 15 14,17,21 38 19.2 16 Dense, brown, silty sand. 16.8
56 17.1
57 SM 17.4
58 17.7
59 18.0
60 SPT - 16 18,15,17 32 Ditto. 18.3
61 18.6
62 18.9
63 19.2
64 19.5
65 SPT - 17 16,18,20 38 Ditto. 19.8
66 20.1
SPT - 18 17,19,22 41 Ditto.
67 20.4
68 END OF BORING @ 20.45 m. 20.7
69 21.0
70 21.3

L E G E N D:
SPT-1 : STANDARD PENETRATION TEST & NUMBER R-1 : ROCK CORE RUN & NUMBER
R : REFUSAL AT SEATING DRIVE TCR : TOTAL CORE RECOVERY
H-1 : HAND SAMPLE & NUMBER SCR : SOLID CORE RECOVERY
U-1 : UNDISTURBED SAMPLE & NUMBER RQD : ROCK QUALITY DESIGNATION
: WATER TABLE SHEET 2 OF 2
FIGURE A-3
 SAUDI ARAMCO BORING LOG
GEOTECHNICAL & CIVIL TESTING UNIT
PROJECT NAME: Geotechnical Investigation for Jazan Refinery Emergency Diesel Generator Project FILE NO: Geotechnical File No. 2017/133
LOCATION: Jazan Refinery Emergency Diesel Generator Project, Jazan FIELD INVESTIGATION: OSAIMI ENGINEERING OFFICE
COORDINATES: NORTH: 1,912,783.48 meter TYPE OF BORING: ROTARY WASH
EAST: 219,886.75 meter DIA. OF BORING: 100 mm. CORE SIZE: NW BORING NO: 2017_133 BH-04
GROUND ELEVATION: 12.60 meter DIA. OF UNDISTURBED SAMPLE: 64 mm. DATE COMMENCED: 4-1-18
DEPTH OF GROUNDWATER TABLE: 11.60 meter RIG #: ACKER SOILMAX (OEO-690) DATE COMPLETED: 4-1-18
MEASURED AT: 1000 HOURS ON: 5-1-18 HAMMER WT & DROP: 63.5 kg. / 760 mm. DRILLING SUPERVISOR: Shamsher
Sample Sample
Depth Passing Soil Classi- Depth
Type & Blows per N-Values Moisture DESCRIPTION
(feet) Content % 200 % Symbol fication (meters)
Number 12 inches

1 Medium dense, brown, silty sand with traces of clay. 0.3

SPT - 1 9,11,12 23
2 0.6
3 Ditto but dark brown. 0.9
SPT - 2 10,11,13 24 16.2 45
4 SM 1.2
5 1.5
6 SPT - 3 9,11,12 23 Ditto. 1.8
7 2.1
8 Ditto. 2.4
SPT - 4 9,9,13 22
9 2.7
10 3.0
11 SPT - 5 9,10,17 27 Medium dense, dark brown, silty sand. 3.4
12 3.7
13
SPT - 6 12,11,18 29 11.6 47 Ditto. 4.0
14 SM 4.3
15 4.6
SPT - 7 7,6,5 11 Ditto but brown.
16 4.9
17 5.2
18 5.5
19 5.8
20 6.1
SPT - 8 5,4,4 08 24.2 73 Medium stiff, dark brown, silty clay with sand.
21 CL-ML 6.4
22 6.7
23 U-1 21.4 65 Dark brown, sandy silty clay. 7.0
CL-ML
24 7.3
25 7.6
SPT - 9 9,10,14 24 Ditto but very stiff.
26 7.9
27 8.2
28 8.5
29 8.8
30 Dense, brown, silty sand. 9.1
SPT - 10 18,22,26 48 10.0 26
31 9.4
32 9.8
SM
33 10.1
34 10.4
35 10.7

L E G E N D:
SPT-1 : STANDARD PENETRATION TEST & NUMBER R-1 : ROCK CORE RUN & NUMBER
R : REFUSAL AT SEATING DRIVE TCR : TOTAL CORE RECOVERY
H-1 : HAND SAMPLE & NUMBER SCR : SOLID CORE RECOVERY
U-1 : UNDISTURBED SAMPLE & NUMBER RQD : ROCK QUALITY DESIGNATION
: WATER TABLE SHEET 1 OF 2
FIGURE A-4
 SAUDI ARAMCO BORING LOG
GEOTECHNICAL & CIVIL TESTING UNIT
PROJECT NAME: Geotechnical Investigation for Jazan Refinery Emergency Diesel Generator Project FILE NO: Geotechnical File No. 2017/133
LOCATION: Jazan Refinery Emergency Diesel Generator Project, Jazan FIELD INVESTIGATION: OSAIMI ENGINEERING OFFICE
COORDINATES: NORTH: 1,912,783.48 meter TYPE OF BORING: ROTARY WASH
EAST: 219,886.75 meter DIA. OF BORING: 100 mm. CORE SIZE: NW BORING NO: 2017_133 BH-04
GROUND ELEVATION: 12.60 meter DIA. OF UNDISTURBED SAMPLE: 64 mm. DATE COMMENCED: 4-1-18
DEPTH OF GROUNDWATER TABLE: 11.60 meter RIG #: ACKER SOILMAX (OEO-690) DATE COMPLETED: 4-1-18
MEASURED AT: 1000 HOURS ON: 5-1-18 HAMMER WT & DROP: 63.5 kg. / 760 mm. DRILLING SUPERVISOR: Shamsher
Sample Sample
Depth Passing Soil Classi- Depth
Type & Blows per N-Values Moisture DESCRIPTION
(feet) Content % 200 % Symbol fication (meters)
Number 12 inches
SPT - 11 20,24,29 53 Very dense, brown, silty sand with gravel.
36 11.0
37 11.3
38 11.6
39 11.9
40
SPT - 12 20,10,11 21 Medium dense, brown, silty clayey sand. 12.2
41 12.5
42 12.8
Ditto.
43 U-2 20.3 49 SC-SM 13.1
44 13.4
45
SPT - 13 9,12,13 25 24.2 57 Very stiff, brown, sandy silt. 13.7
46 14.0
47 ML 14.3
48 14.6
49 14.9
50 SPT - 14 9,14,17 31 16.4 30 Dense, greyish brown, silty gravel with sand & traces of 15.2
51 clay. 15.5
52 GM 15.8
53 16.2
54 16.5
55 SPT - 15 10,13,17 30 Medium dense, brown, silty clayey sand. 16.8
56 17.1
57 17.4
58 17.7
59 18.0
60 SPT - 16 11,15,19 34 22.5 47 Ditto but dense, greyish brown. 18.3
61 18.6
62 SC-SM 18.9
63 19.2
64 19.5
65 SPT - 17 13,16,20 36 Ditto but brown. 19.8
66 20.1
SPT - 18 14,17,22 39 Dense, brown, silty sand.
67 20.4
68 END OF BORING @ 20.45 m. 20.7
69 21.0
70 21.3

L E G E N D:
SPT-1 : STANDARD PENETRATION TEST & NUMBER R-1 : ROCK CORE RUN & NUMBER
R : REFUSAL AT SEATING DRIVE TCR : TOTAL CORE RECOVERY
H-1 : HAND SAMPLE & NUMBER SCR : SOLID CORE RECOVERY
U-1 : UNDISTURBED SAMPLE & NUMBER RQD : ROCK QUALITY DESIGNATION
: WATER TABLE SHEET 2 OF 2
FIGURE A-4
 SAUDI ARAMCO BORING LOG
GEOTECHNICAL & CIVIL TESTING UNIT
PROJECT NAME: Geotechnical Investigation for Jazan Refinery Emergency Diesel Generator Project FILE NO: Geotechnical File No. 2017/133
LOCATION: Jazan Refinery Emergency Diesel Generator Project, Jazan FIELD INVESTIGATION: OSAIMI ENGINEERING OFFICE
COORDINATES: NORTH: 1,912,709.09 meter TYPE OF BORING: ROTARY WASH
EAST: 219,923.56 meter DIA. OF BORING: 100 mm. CORE SIZE: NW BORING NO: 2017_133 BH-05
GROUND ELEVATION: 12.74 meter DIA. OF UNDISTURBED SAMPLE: 64 mm. DATE COMMENCED: 4-1-18
DEPTH OF GROUNDWATER TABLE: 11.70 meter RIG #: ACKER AD-II (OEO-806) DATE COMPLETED: 4-1-18
MEASURED AT: 0930 HOURS ON: 5-1-18 HAMMER WT & DROP: 63.5 kg. / 760 mm. DRILLING SUPERVISOR: Shamsher
Sample Sample
Depth Passing Soil Classi- Depth
Type & Blows per N-Values Moisture DESCRIPTION
(feet) Content % 200 % Symbol fication (meters)
Number 12 inches

1 Loose, brown, silty sand with traces of clay. 0.3

SPT - 1 5,6,4 10
2 0.6
3 Ditto. 0.9
SPT - 2 3,3,4 07 12.8 35
4 SM 1.2
5 1.5
6 SPT - 3 3,4,3 07 Ditto. 1.8
7 2.1
8 Ditto but medium dense, dark brown. 2.4
SPT - 4 7,9,20 29 12.1 46
9 SM 2.7
10 3.0
11 SPT - 5 8,16,20 36 Ditto but dense. 3.4
12 3.7
13
SPT - 6 8,8,10 18 11.3 27 Ditto but medium dense, brown. 4.0
14 SM 4.3
15 4.6
SPT - 7 9,8,6 14 Ditto.
16 4.9
17 5.2
18 5.5
19 5.8
20 6.1
SPT - 8 4,7,8 15 27.2 74 Stiff, brown, silt with sand.
21 6.4
22 6.7
ML
23 7.0
24 7.3
25 7.6
SPT - 9 4,5,7 12 Medium dense, dark brown, silty sand with traces of clay.
26 7.9
27 8.2
28 8.5
29 8.8
30 Ditto. 9.1
SPT - 10 5,7,7 14
31 9.4
32 9.8
33 10.1
34 10.4
35 SM 10.7

L E G E N D:
SPT-1 : STANDARD PENETRATION TEST & NUMBER R-1 : ROCK CORE RUN & NUMBER
R : REFUSAL AT SEATING DRIVE TCR : TOTAL CORE RECOVERY
H-1 : HAND SAMPLE & NUMBER SCR : SOLID CORE RECOVERY
U-1 : UNDISTURBED SAMPLE & NUMBER RQD : ROCK QUALITY DESIGNATION
: WATER TABLE SHEET 1 OF 2
FIGURE A-5
 SAUDI ARAMCO BORING LOG
GEOTECHNICAL & CIVIL TESTING UNIT
PROJECT NAME: Geotechnical Investigation for Jazan Refinery Emergency Diesel Generator Project FILE NO: Geotechnical File No. 2017/133
LOCATION: Jazan Refinery Emergency Diesel Generator Project, Jazan FIELD INVESTIGATION: OSAIMI ENGINEERING OFFICE
COORDINATES: NORTH: 1,912,709.09 meter TYPE OF BORING: ROTARY WASH
EAST: 219,923.56 meter DIA. OF BORING: 100 mm. CORE SIZE: NW BORING NO: 2017_133 BH-05
GROUND ELEVATION: 12.74 meter DIA. OF UNDISTURBED SAMPLE: 64 mm. DATE COMMENCED: 4-1-18
DEPTH OF GROUNDWATER TABLE: 11.70 meter RIG #: ACKER AD-II (OEO-806) DATE COMPLETED: 4-1-18
MEASURED AT: 0930 HOURS ON: 5-1-18 HAMMER WT & DROP: 63.5 kg. / 760 mm. DRILLING SUPERVISOR: Shamsher
Sample Sample
Depth Passing Soil Classi- Depth
Type & Blows per N-Values Moisture DESCRIPTION
(feet) Content % 200 % Symbol fication (meters)
Number 12 inches
SPT - 11 15,19,26 45 15.9 24 Dense, brown, silty sand.
36 11.0
37 11.3
SM
38 11.6
39 11.9
40
SPT - 12 11,13,16 29 Ditto but medium dense. 12.2
41 12.5
42 12.8
43 13.1
44 13.4
45
SPT - 13 13,15,19 34 Dense, brown, silty sand with traces of clay. 13.7
46 14.0
47 14.3
48 14.6
49 14.9
50 SPT - 14 9,11,14 25 23.7 40 Ditto but medium dense. 15.2
51 15.5
52 SM 15.8
53 16.2
54 16.5
55 SPT - 15 11,15,16 31 25.1 49 Ditto but dense. 16.8
56 17.1
57 SM 17.4
58 17.7
59 18.0
60 SPT - 16 12,16,11 27 Medium dense, brown, silty sand. 18.3
61 18.6
62 18.9
63 19.2
64 19.5
65 SPT - 17 13,15,16 31 Ditto but dense. 19.8
66 20.1
SPT - 18 14,19,21 40 Ditto.
67 20.4
68 END OF BORING @ 20.45 m. 20.7
69 21.0
70 21.3

L E G E N D:
SPT-1 : STANDARD PENETRATION TEST & NUMBER R-1 : ROCK CORE RUN & NUMBER
R : REFUSAL AT SEATING DRIVE TCR : TOTAL CORE RECOVERY
H-1 : HAND SAMPLE & NUMBER SCR : SOLID CORE RECOVERY
U-1 : UNDISTURBED SAMPLE & NUMBER RQD : ROCK QUALITY DESIGNATION
: WATER TABLE SHEET 2 OF 2
FIGURE A-5
 SAUDI ARAMCO BORING LOG
GEOTECHNICAL & CIVIL TESTING UNIT
PROJECT NAME: Geotechnical Investigation for Jazan Refinery Emergency Diesel Generator Project FILE NO: Geotechnical File No. 2017/133
LOCATION: Jazan Refinery Emergency Diesel Generator Project, Jazan FIELD INVESTIGATION: OSAIMI ENGINEERING OFFICE
COORDINATES: NORTH: 1,912,746.83 meter TYPE OF BORING: ROTARY WASH
EAST: 219,924.63 meter DIA. OF BORING: 100 mm. CORE SIZE: NW BORING NO: 2017_133 BH-06
GROUND ELEVATION: 12.59 meter DIA. OF UNDISTURBED SAMPLE: 64 mm. DATE COMMENCED: 3-1-18
DEPTH OF GROUNDWATER TABLE: 11.55 meter RIG #: ACKER SOILMAX (OEO-690) DATE COMPLETED: 3-1-18
MEASURED AT: 0945 HOURS ON: 7-1-18 HAMMER WT & DROP: 63.5 kg. / 760 mm. DRILLING SUPERVISOR: Shamsher
Sample Sample
Depth Passing Soil Classi- Depth
Type & Blows per N-Values Moisture DESCRIPTION
(feet) Content % 200 % Symbol fication (meters)
Number 12 inches

1 Medium dense, brown, silty sand with traces of clay. 0.3

SPT - 1 10,12,14 26
2 0.6
3 Ditto. 0.9
SPT - 2 11,13,17 30
4 1.2
5 1.5
6 SPT - 3 10,12,22 34 7.3 35 Ditto but dense. 1.8
SM
7 2.1
8 Ditto. 2.4
SPT - 4 12,14,18 32
9 2.7
10 3.0
11 SPT - 5 13,15,17 32 11.0 49 Dense, brown, silty sand with traces of clay. 3.4
SM
12 3.7
13
SPT - 6 14,18,20 38 Ditto. 4.0
14 4.3
15 4.6
SPT - 7 15,21,22 43 Ditto.
16 4.9
17 5.2
18 5.5
19 5.8
20 6.1
SPT - 8 17,22,25 47 16.3 43 Dense, dark brown, silty clayey sand.
21 6.4
22 6.7
SC-SM
23 7.0
24 7.3
25 7.6
SPT - 9 15,20,24 44 18.7 46 Ditto.
26 7.9
27 8.2
SC-SM
28 8.5
29 8.8
30 Ditto but brown. 9.1
SPT - 10 16,18,20 38
31 9.4
32 9.8
33 10.1
34 10.4
35 10.7

L E G E N D:
SPT-1 : STANDARD PENETRATION TEST & NUMBER R-1 : ROCK CORE RUN & NUMBER
R : REFUSAL AT SEATING DRIVE TCR : TOTAL CORE RECOVERY
H-1 : HAND SAMPLE & NUMBER SCR : SOLID CORE RECOVERY
U-1 : UNDISTURBED SAMPLE & NUMBER RQD : ROCK QUALITY DESIGNATION
: WATER TABLE SHEET 1 OF 2
FIGURE A-6
 SAUDI ARAMCO BORING LOG
GEOTECHNICAL & CIVIL TESTING UNIT
PROJECT NAME: Geotechnical Investigation for Jazan Refinery Emergency Diesel Generator Project FILE NO: Geotechnical File No. 2017/133
LOCATION: Jazan Refinery Emergency Diesel Generator Project, Jazan FIELD INVESTIGATION: OSAIMI ENGINEERING OFFICE
COORDINATES: NORTH: 1,912,746.83 meter TYPE OF BORING: ROTARY WASH
EAST: 219,924.63 meter DIA. OF BORING: 100 mm. CORE SIZE: NW BORING NO: 2017_133 BH-06
GROUND ELEVATION: 12.59 meter DIA. OF UNDISTURBED SAMPLE: 64 mm. DATE COMMENCED: 3-1-18
DEPTH OF GROUNDWATER TABLE: 11.55 meter RIG #: ACKER SOILMAX (OEO-690) DATE COMPLETED: 3-1-18
MEASURED AT: 0945 HOURS ON: 7-1-18 HAMMER WT & DROP: 63.5 kg. / 760 mm. DRILLING SUPERVISOR: Shamsher
Sample Sample
Depth Passing Soil Classi- Depth
Type & Blows per N-Values Moisture DESCRIPTION
(feet) Content % 200 % Symbol fication (meters)
Number 12 inches
SPT - 11 14,19,22 41 Dense, brown, silty clayey sand with occasional gravel.
36 11.0
37 11.3
38 11.6
39 11.9
40
SPT - 12 7,9,16 25 21.4 49 Ditto but medium dense. 12.2
41 12.5
42 SC-SM 12.8
43 13.1
44 13.4
45
SPT - 13 9,10,15 25 Ditto. 13.7
46 14.0
47 14.3
48 14.6
49 14.9
50 SPT - 14 9,12,14 26 Ditto. 15.2
51 15.5
52 15.8
53 16.2
54 16.5
55 SPT - 15 14,16,18 34 23.8 54 Hard, brown, sandy silty clay. 16.8
56 17.1
57 CL-ML 17.4
58 17.7
59 18.0
60 SPT - 16 15,18,23 41 Dense, greyish brown, silty sand. 18.3
61 18.6
62 18.9
63 19.2
64 19.5
65 SPT - 17 14,17,19 36 15.0 20 Ditto. 19.8
SM
66 20.1
SPT - 18 13,16,21 37 Ditto.
67 20.4
68 END OF BORING @ 20.45 m. 20.7
69 21.0
70 21.3

L E G E N D:
SPT-1 : STANDARD PENETRATION TEST & NUMBER R-1 : ROCK CORE RUN & NUMBER
R : REFUSAL AT SEATING DRIVE TCR : TOTAL CORE RECOVERY
H-1 : HAND SAMPLE & NUMBER SCR : SOLID CORE RECOVERY
U-1 : UNDISTURBED SAMPLE & NUMBER RQD : ROCK QUALITY DESIGNATION
: WATER TABLE SHEET 2 OF 2
FIGURE A-6
 SAUDI ARAMCO BORING LOG
GEOTECHNICAL & CIVIL TESTING UNIT
PROJECT NAME: Geotechnical Investigation for Jazan Refinery Emergency Diesel Generator Project FILE NO: Geotechnical File No. 2017/133
LOCATION: Jazan Refinery Emergency Diesel Generator Project, Jazan FIELD INVESTIGATION: OSAIMI ENGINEERING OFFICE
COORDINATES: NORTH: 1,912,800.04 meter TYPE OF BORING: ROTARY WASH
EAST: 219,913.07 meter DIA. OF BORING: 100 mm. CORE SIZE: NW BORING NO: 2017_133 BH-07
GROUND ELEVATION: 12.65 meter DIA. OF UNDISTURBED SAMPLE: 64 mm. DATE COMMENCED: 5-1-18
DEPTH OF GROUNDWATER TABLE: 11.60 meter RIG #: ACKER SOILMAX (OEO-690) DATE COMPLETED: 5-1-18
MEASURED AT: 1000 HOURS ON: 6-1-18 HAMMER WT & DROP: 63.5 kg. / 760 mm. DRILLING SUPERVISOR: Shamsher
Sample Sample
Depth Passing Soil Classi- Depth
Type & Blows per N-Values Moisture DESCRIPTION
(feet) Content % 200 % Symbol fication (meters)
Number 12 inches

1 Very stiff, brown, sandy silt. 0.3

SPT - 1 10,9,12 21
2 0.6
3 Ditto. 0.9
SPT - 2 12,14,15 29 10.5 55
4 ML 1.2
5 1.5
6 SPT - 3 14,16,19 35 Dense, brown, silty sand with traces of clay. 1.8
7 2.1
8 Ditto but medium dense. 2.4
SPT - 4 12,13,15 28
9 2.7
10 3.0
11 SPT - 5 9,8,13 21 Ditto. 3.4
12 3.7
13
SPT - 6 10,12,13 25 7.9 41 Ditto. 4.0
14 SM 4.3
15 4.6
SPT - 7 6,5,4 09 Ditto but loose.
16 4.9
17 5.2
18 5.5
19 5.8
20 6.1
SPT - 8 3,3,2 05 19.0 52 Medium stiff, dark brown, sandy silty clay.
21 6.4
22 6.7
CL-ML
23 7.0
24 7.3
25 7.6
SPT - 9 7,8,10 18 Ditto but very stiff.
26 7.9
27 8.2
28 8.5
29 8.8
30 Dense, brown, silty sand. 9.1
SPT - 10 15,18,22 40 9.4 30
31 9.4
32 9.8
SM
33 10.1
34 10.4
35 10.7

L E G E N D:
SPT-1 : STANDARD PENETRATION TEST & NUMBER R-1 : ROCK CORE RUN & NUMBER
R : REFUSAL AT SEATING DRIVE TCR : TOTAL CORE RECOVERY
H-1 : HAND SAMPLE & NUMBER SCR : SOLID CORE RECOVERY
U-1 : UNDISTURBED SAMPLE & NUMBER RQD : ROCK QUALITY DESIGNATION
: WATER TABLE SHEET 1 OF 2
FIGURE A-7
 SAUDI ARAMCO BORING LOG
GEOTECHNICAL & CIVIL TESTING UNIT
PROJECT NAME: Geotechnical Investigation for Jazan Refinery Emergency Diesel Generator Project FILE NO: Geotechnical File No. 2017/133
LOCATION: Jazan Refinery Emergency Diesel Generator Project, Jazan FIELD INVESTIGATION: OSAIMI ENGINEERING OFFICE
COORDINATES: NORTH: 1,912,800.04 meter TYPE OF BORING: ROTARY WASH
EAST: 219,913.07 meter DIA. OF BORING: 100 mm. CORE SIZE: NW BORING NO: 2017_133 BH-07
GROUND ELEVATION: 12.65 meter DIA. OF UNDISTURBED SAMPLE: 64 mm. DATE COMMENCED: 5-1-18
DEPTH OF GROUNDWATER TABLE: 11.60 meter RIG #: ACKER SOILMAX (OEO-690) DATE COMPLETED: 5-1-18
MEASURED AT: 1000 HOURS ON: 6-1-18 HAMMER WT & DROP: 63.5 kg. / 760 mm. DRILLING SUPERVISOR: Shamsher
Sample Sample
Depth Passing Soil Classi- Depth
Type & Blows per N-Values Moisture DESCRIPTION
(feet) Content % 200 % Symbol fication (meters)
Number 12 inches
SPT - 11 14,21,26 47 Dense, brown, silty sand.
36 11.0
37 11.3
38 11.6
39 11.9
40
SPT - 12 9,12,14 26 20.8 46 Medium dense, brown, silty sand with traces of clay. 12.2
41 12.5
42 SM 12.8
43 13.1
44 13.4
45
SPT - 13 10,13,15 28 Ditto. 13.7
46 14.0
47 14.3
48 14.6
49 14.9
50 SPT - 14 10,17,19 36 21.3 65 Hard, brown, sandy silty clay. 15.2
51 15.5
52 CL-ML 15.8
53 16.2
54 16.5
55 SPT - 15 12,20,21 41 Ditto. 16.8
56 17.1
57 17.4
58 17.7
59 18.0
60 SPT - 16 13,16,19 35 20.4 16 Dense, brown, silty sand. 18.3
61 18.6
62 SM 18.9
63 19.2
64 19.5
65 SPT - 17 15,17,21 38 Ditto. 19.8
66 20.1
SPT - 18 18,22,23 45 Ditto but greyish brown.
67 20.4
68 END OF BORING @ 20.45 m. 20.7
69 21.0
70 21.3

L E G E N D:
SPT-1 : STANDARD PENETRATION TEST & NUMBER R-1 : ROCK CORE RUN & NUMBER
R : REFUSAL AT SEATING DRIVE TCR : TOTAL CORE RECOVERY
H-1 : HAND SAMPLE & NUMBER SCR : SOLID CORE RECOVERY
U-1 : UNDISTURBED SAMPLE & NUMBER RQD : ROCK QUALITY DESIGNATION
: WATER TABLE SHEET 2 OF 2
FIGURE A-7
 SAUDI ARAMCO BORING LOG
GEOTECHNICAL & CIVIL TESTING UNIT
PROJECT NAME: Geotechnical Investigation for Jazan Refinery Emergency Diesel Generator Project FILE NO: Geotechnical File No. 2017/133
LOCATION: Jazan Refinery Emergency Diesel Generator Project, Jazan FIELD INVESTIGATION: OSAIMI ENGINEERING OFFICE
COORDINATES: NORTH: 1,912,707.56 meter TYPE OF BORING: ROTARY WASH
EAST: 219,895.11 meter DIA. OF BORING: 100 mm. CORE SIZE: NW BORING NO: 2017_133 BH-08
GROUND ELEVATION: 12.52 meter DIA. OF UNDISTURBED SAMPLE: 64 mm. DATE COMMENCED: 3-1-18
DEPTH OF GROUNDWATER TABLE: 11.60 meter RIG #: ACKER AD-II (OEO-806) DATE COMPLETED: 3-1-18
MEASURED AT: 0930 HOURS ON: 4-1-18 HAMMER WT & DROP: 63.5 kg. / 760 mm. DRILLING SUPERVISOR: Shamsher
Sample Sample
Depth Passing Soil Classi- Depth
Type & Blows per N-Values Moisture DESCRIPTION
(feet) Content % 200 % Symbol fication (meters)
Number 12 inches

1 Loose, brown, silty sand with traces of clay. 0.3

SPT - 1 4,4,5 09
2 0.6
3 Ditto. 0.9
SPT - 2 4,5,3 08
4 1.2
5 1.5
6 SPT - 3 3,3,3 06 8.8 34 Ditto. 1.8
SM
7 2.1
8 Ditto. 2.4
SPT - 4 3,4,4 08
9 2.7
10 3.0
11 SPT - 5 5,5,7 12 15.2 55 Stiff, brown, sandy silty clay. 3.4
CL-ML
12 3.7
13
SPT - 6 4,5,6 11 Ditto. 4.0
14 4.3
15 4.6
SPT - 7 5,5,6 11 Ditto.
16 4.9
17 5.2
18 5.5
19 5.8
20 6.1
SPT - 8 4,6,8 14 24.1 63 Ditto.
21 6.4
22 6.7
CL-ML
23 7.0
24 7.3
25 7.6
SPT - 9 5,5,8 13 Medium dense, dark brown, silty sand with traces of clay.
26 7.9
27 8.2
28 8.5
29 8.8
30 Ditto. 9.1
SPT - 10 5,7,8 15
31 9.4
32 9.8
33 10.1
34 10.4
35 GP-GM 10.7

L E G E N D:
SPT-1 : STANDARD PENETRATION TEST & NUMBER R-1 : ROCK CORE RUN & NUMBER
R : REFUSAL AT SEATING DRIVE TCR : TOTAL CORE RECOVERY
H-1 : HAND SAMPLE & NUMBER SCR : SOLID CORE RECOVERY
U-1 : UNDISTURBED SAMPLE & NUMBER RQD : ROCK QUALITY DESIGNATION
: WATER TABLE SHEET 1 OF 2
FIGURE A-8
 SAUDI ARAMCO BORING LOG
GEOTECHNICAL & CIVIL TESTING UNIT
PROJECT NAME: Geotechnical Investigation for Jazan Refinery Emergency Diesel Generator Project FILE NO: Geotechnical File No. 2017/133
LOCATION: Jazan Refinery Emergency Diesel Generator Project, Jazan FIELD INVESTIGATION: OSAIMI ENGINEERING OFFICE
COORDINATES: NORTH: 1,912,707.56 meter TYPE OF BORING: ROTARY WASH
EAST: 219,895.11 meter DIA. OF BORING: 100 mm. CORE SIZE: NW BORING NO: 2017_133 BH-08
GROUND ELEVATION: 12.52 meter DIA. OF UNDISTURBED SAMPLE: 64 mm. DATE COMMENCED: 3-1-18
DEPTH OF GROUNDWATER TABLE: 11.60 meter RIG #: ACKER AD-II (OEO-806) DATE COMPLETED: 3-1-18
MEASURED AT: 0930 HOURS ON: 4-1-18 HAMMER WT & DROP: 63.5 kg. / 760 mm. DRILLING SUPERVISOR: Shamsher
Sample Sample
Depth Passing Soil Classi- Depth
Type & Blows per N-Values Moisture DESCRIPTION
(feet) Content % 200 % Symbol fication (meters)
Number 12 inches
SPT - 11 18,39,40 79 7.6 12 Very dense, greyish brown, poorly graded gravel with silt &
36 11.0
sand.
37 11.3
GP-GM
38 11.6
39 11.9
40
SPT - 12 19,19,17 36 Ditto but dense. 12.2
41 12.5
42 12.8
43 13.1
44 13.4
45
SPT - 13 18,20,25 45 Ditto. 13.7
46 14.0
47 14.3
48 14.6
49 14.9
50 SPT - 14 6,8,8 16 22.4 64 Stiff, brown, sandy silty clay. 15.2
51 15.5
52 CL-ML 15.8
53 16.2
54 16.5
55 SPT - 15 7,9,8 17 21.0 56 Ditto but very stiff. 16.8
56 17.1
57 CL-ML 17.4
58 17.7
59 18.0
60 SPT - 16 10,8,8 16 Medium dense, greyish brown, poorly graded sand with silt. 18.3
61 18.6
62 18.9
63 19.2
64 19.5
65 SPT - 17 10,13,15 28 19.4 08 Ditto but brown. 19.8
SP-SM
66 20.1
SPT - 18 11,12,17 29 Ditto.
67 20.4
68 END OF BORING @ 20.45 m. 20.7
69 21.0
70 21.3

L E G E N D:
SPT-1 : STANDARD PENETRATION TEST & NUMBER R-1 : ROCK CORE RUN & NUMBER
R : REFUSAL AT SEATING DRIVE TCR : TOTAL CORE RECOVERY
H-1 : HAND SAMPLE & NUMBER SCR : SOLID CORE RECOVERY
U-1 : UNDISTURBED SAMPLE & NUMBER RQD : ROCK QUALITY DESIGNATION
: WATER TABLE SHEET 2 OF 2
FIGURE A-8
 SAUDI ARAMCO BORING LOG
GEOTECHNICAL & CIVIL TESTING UNIT
PROJECT NAME: Geotechnical Investigation for Jazan Refinery Emergency Diesel Generator Project FILE NO: Geotechnical File No. 2017/133
LOCATION: Jazan Refinery Emergency Diesel Generator Project, Jazan FIELD INVESTIGATION: OSAIMI ENGINEERING OFFICE
COORDINATES: NORTH: 1,912,814.67 meter TYPE OF BORING: ROTARY WASH
EAST: 219,931.68 meter DIA. OF BORING: 100 mm. CORE SIZE: NW BORING NO: 2017_133 BH-09
GROUND ELEVATION: 12.63 meter DIA. OF UNDISTURBED SAMPLE: 64 mm. DATE COMMENCED: 1-1-18
DEPTH OF GROUNDWATER TABLE: 11.60 meter RIG #: ACKER SOILMAX (OEO-690) DATE COMPLETED: 1-1-18
MEASURED AT: 0945 HOURS ON: 2-1-18 HAMMER WT & DROP: 63.5 kg. / 760 mm. DRILLING SUPERVISOR: Shamsher
Sample Sample
Depth Passing Soil Classi- Depth
Type & Blows per N-Values Moisture DESCRIPTION
(feet) Content % 200 % Symbol fication (meters)
Number 12 inches

1 Very stiff, brown, sandy silty clay. 0.3

SPT - 1 9,10,9 19
2 0.6
3 Ditto. 0.9
SPT - 2 8,9,10 19 16.1 63
4 CL-ML 1.2
5 1.5
6 SPT - 3 7,9,15 24 Ditto. 1.8
7 2.1
8 Medium dense, dark brown, silty sand with traces of clay. 2.4
SPT - 4 10,12,16 28 15.2 48
9 SM 2.7
10 3.0
11 SPT - 5 10,13,12 25 Ditto. 3.4
12 3.7
13
SPT - 6 11,12,15 27 Ditto. 4.0
14 4.3
15 4.6
SPT - 7 7,4,5 09 13.7 35 Loose, brown, silty sand with traces of clay.
16 4.9
17 5.2
SM
18 5.5
19 5.8
20 6.1
SPT - 8 5,5,6 11 Ditto but medium dense.
21 6.4
22 6.7
23 7.0
24 7.3
25 7.6
SPT - 9 4,6,9 15 Ditto but dark brown.
26 7.9
27 8.2
28 8.5
29 8.8
30 Very dense, greyish brown, silty sand. 9.1
SPT - 10 13,22,31 53 18.0 26
31 9.4
32 9.8
SM
33 10.1
34 10.4
35 10.7

L E G E N D:
SPT-1 : STANDARD PENETRATION TEST & NUMBER R-1 : ROCK CORE RUN & NUMBER
R : REFUSAL AT SEATING DRIVE TCR : TOTAL CORE RECOVERY
H-1 : HAND SAMPLE & NUMBER SCR : SOLID CORE RECOVERY
U-1 : UNDISTURBED SAMPLE & NUMBER RQD : ROCK QUALITY DESIGNATION
: WATER TABLE SHEET 1 OF 2
FIGURE A-9
 SAUDI ARAMCO BORING LOG
GEOTECHNICAL & CIVIL TESTING UNIT
PROJECT NAME: Geotechnical Investigation for Jazan Refinery Emergency Diesel Generator Project FILE NO: Geotechnical File No. 2017/133
LOCATION: Jazan Refinery Emergency Diesel Generator Project, Jazan FIELD INVESTIGATION: OSAIMI ENGINEERING OFFICE
COORDINATES: NORTH: 1,912,814.67 meter TYPE OF BORING: ROTARY WASH
EAST: 219,931.68 meter DIA. OF BORING: 100 mm. CORE SIZE: NW BORING NO: 2017_133 BH-09
GROUND ELEVATION: 12.63 meter DIA. OF UNDISTURBED SAMPLE: 64 mm. DATE COMMENCED: 1-1-18
DEPTH OF GROUNDWATER TABLE: 11.60 meter RIG #: ACKER SOILMAX (OEO-690) DATE COMPLETED: 1-1-18
MEASURED AT: 0945 HOURS ON: 2-1-18 HAMMER WT & DROP: 63.5 kg. / 760 mm. DRILLING SUPERVISOR: Shamsher
Sample Sample
Depth Passing Soil Classi- Depth
Type & Blows per N-Values Moisture DESCRIPTION
(feet) Content % 200 % Symbol fication (meters)
Number 12 inches
SPT - 11 15,21,29 50 Dense, greyish brown, silty sand.
36 11.0
37 11.3
38 11.6
39 11.9
40
SPT - 12 10,11,13 24 23.2 49 Medium dense, brown, silty sand with traces of clay. 12.2
41 12.5
42 SM 12.8
43 13.1
44 13.4
45
SPT - 13 12,14,14 28 Ditto. 13.7
46 14.0
47 14.3
48 14.6
49 14.9
50 SPT - 14 9,11,14 25 18.0 51 Very stiff, brown, sandy silty clay with occasional gravel. 15.2
51 15.5
52 CL-ML 15.8
53 16.2
54 16.5
55 SPT - 15 12,15,18 33 Ditto but hard, dark brown. 16.8
56 17.1
57 17.4
58 17.7
59 18.0
60 SPT - 16 15,18,22 40 Dense, brown, silty sand. 18.3
61 18.6
62 18.9
63 19.2
64 19.5
65 SPT - 17 16,17,24 41 20.3 14 Ditto. 19.8
SM
66 20.1
SPT - 18 15,17,21 38 Ditto but greyish brown.
67 20.4
68 END OF BORING @ 20.45 m. 20.7
69 21.0
70 21.3

L E G E N D:
SPT-1 : STANDARD PENETRATION TEST & NUMBER R-1 : ROCK CORE RUN & NUMBER
R : REFUSAL AT SEATING DRIVE TCR : TOTAL CORE RECOVERY
H-1 : HAND SAMPLE & NUMBER SCR : SOLID CORE RECOVERY
U-1 : UNDISTURBED SAMPLE & NUMBER RQD : ROCK QUALITY DESIGNATION
: WATER TABLE SHEET 2 OF 2
FIGURE A-9
 SAUDI ARAMCO BORING LOG
GEOTECHNICAL & CIVIL TESTING UNIT
PROJECT NAME: Geotechnical Investigation for Jazan Refinery Emergency Diesel Generator Project FILE NO: Geotechnical File No. 2017/133
LOCATION: Jazan Refinery Emergency Diesel Generator Project, Jazan FIELD INVESTIGATION: OSAIMI ENGINEERING OFFICE
COORDINATES: NORTH: 1,912,813.97 meter TYPE OF BORING: ROTARY WASH
EAST: 219,899.28 meter DIA. OF BORING: 100 mm. CORE SIZE: NW BORING NO: 2017_133 BH-10
GROUND ELEVATION: 12.69 meter DIA. OF UNDISTURBED SAMPLE: 64 mm. DATE COMMENCED: 1-1-18
DEPTH OF GROUNDWATER TABLE: 11.65 meter RIG #: ACKER AD-II (OEO-806) DATE COMPLETED: 1-1-18
MEASURED AT: 1015 HOURS ON: 2-1-18 HAMMER WT & DROP: 63.5 kg. / 760 mm. DRILLING SUPERVISOR: Shamsher
Sample Sample
Depth Passing Soil Classi- Depth
Type & Blows per N-Values Moisture DESCRIPTION
(feet) Content % 200 % Symbol fication (meters)
Number 12 inches

1 Very stiff, brown, sandy silt. 0.3

SPT - 1 8,8,9 17
2 0.6
3 Ditto. 0.9
SPT - 2 10,11,13 24 13.4 57
4 ML 1.2
5 1.5
6 SPT - 3 9,11,11 22 Ditto. 1.8
7 2.1
8 Ditto. 2.4
SPT - 4 11,11,13 24
9 2.7
10 3.0
11 SPT - 5 11,12,14 26 11.8 48 Medium dense, brown, silty sand with traces of clay. 3.4
SM
12 3.7
13
SPT - 6 11,13,13 26 Ditto. 4.0
14 4.3
15 4.6
SPT - 7 2,3,5 08 Medium stiff, brown, silty clay with sand.
16 4.9
17 5.2
18 5.5
19 5.8
20 6.1
SPT - 8 3,4,5 09 Ditto but stiff.
21 6.4
22 6.7
23 7.0
24 7.3
25 7.6
SPT - 9 5,7,9 16 21.8 74 Ditto.
26 7.9
27 8.2
CL-ML
28 8.5
29 8.8
30 Dense, greenish brown, silty clayey sand. 9.1
SPT - 10 15,18,22 40
31 9.4
32 9.8
33 10.1
34 10.4
35 SC-SM 10.7

L E G E N D:
SPT-1 : STANDARD PENETRATION TEST & NUMBER R-1 : ROCK CORE RUN & NUMBER
R : REFUSAL AT SEATING DRIVE TCR : TOTAL CORE RECOVERY
H-1 : HAND SAMPLE & NUMBER SCR : SOLID CORE RECOVERY
U-1 : UNDISTURBED SAMPLE & NUMBER RQD : ROCK QUALITY DESIGNATION
: WATER TABLE SHEET 1 OF 2
FIGURE A-10
 SAUDI ARAMCO BORING LOG
GEOTECHNICAL & CIVIL TESTING UNIT
PROJECT NAME: Geotechnical Investigation for Jazan Refinery Emergency Diesel Generator Project FILE NO: Geotechnical File No. 2017/133
LOCATION: Jazan Refinery Emergency Diesel Generator Project, Jazan FIELD INVESTIGATION: OSAIMI ENGINEERING OFFICE
COORDINATES: NORTH: 1,912,813.97 meter TYPE OF BORING: ROTARY WASH
EAST: 219,899.28 meter DIA. OF BORING: 100 mm. CORE SIZE: NW BORING NO: 2017_133 BH-10
GROUND ELEVATION: 12.69 meter DIA. OF UNDISTURBED SAMPLE: 64 mm. DATE COMMENCED: 1-1-18
DEPTH OF GROUNDWATER TABLE: 11.65 meter RIG #: ACKER AD-II (OEO-806) DATE COMPLETED: 1-1-18
MEASURED AT: 1015 HOURS ON: 2-1-18 HAMMER WT & DROP: 63.5 kg. / 760 mm. DRILLING SUPERVISOR: Shamsher
Sample Sample
Depth Passing Soil Classi- Depth
Type & Blows per N-Values Moisture DESCRIPTION
(feet) Content % 200 % Symbol fication (meters)
Number 12 inches
SPT - 11 12,17,22 39 17.9 46 Dense, greyish brown, silty clayey sand.
36 11.0
37 11.3
SC-SM
38 11.6
39 11.9
40
SPT - 12 11,12,13 25 Medium dense, greyish brown, silty sand with traces of clay. 12.2
41 12.5
42 12.8
43 13.1
44 13.4
45
SPT - 13 5,7,9 16 20.3 44 Ditto but brown. 13.7
46 14.0
47 SM 14.3
48 14.6
49 14.9
50 SPT - 14 7,7,10 17 Very stiff, brown, sandy silt. 15.2
51 15.5
52 15.8
53 16.2
54 16.5
55 SPT - 15 9,14,20 34 22.3 50 Ditto but hard, greyish brown. 16.8
56 17.1
57 ML 17.4
58 17.7
59 18.0
60 SPT - 16 10,11,16 27 Ditto but very stiff. 18.3
61 18.6
62 18.9
63 19.2
64 19.5
65 SPT - 17 14,17,21 38 21.2 32 Dense, greyish brown, silty clayey sand. 19.8
SC-SM
66 20.1
SPT - 18 15,17,24 41 Ditto.
67 20.4
68 END OF BORING @ 20.45 m. 20.7
69 21.0
70 21.3

L E G E N D:
SPT-1 : STANDARD PENETRATION TEST & NUMBER R-1 : ROCK CORE RUN & NUMBER
R : REFUSAL AT SEATING DRIVE TCR : TOTAL CORE RECOVERY
H-1 : HAND SAMPLE & NUMBER SCR : SOLID CORE RECOVERY
U-1 : UNDISTURBED SAMPLE & NUMBER RQD : ROCK QUALITY DESIGNATION
: WATER TABLE SHEET 2 OF 2
FIGURE A-10
 Boulder & Cobbles Well Graded Gravel with Silt

Poorly Graded Sand Well Graded Sand

Silty Sand Well Graded Gravel

Clayey Gravel Silty Gravel

Poorly Graded Gravel Limestone / Calcarenite

Poorly Graded Gravel with Silt SILTSTONE

Fat Clay QUARTZ

Lean Clay SANDSTONE

Clayey Sand Cherty Limestone

Silty Clay Coralline Limestone

Silt Breccia / Gneisse

Elastic Silt Gypsum, Rock Salt, etc.

Silty Clayey Sand CORAL

Poorly Graded Sand with Silt Well Graded Sand with Silt

DRAWN NOT TO SCALE

Project Title : Drawing Title :
Geotechnical Investigation for JAZAN REFINERY
EMERGENCY DIESEL GENERATOR Project

Client / Owner : SYMBOLS

Geotechnical File No. 2017/133 Figure No. A - 11

 Soil Classification
Criteria for Assigning Group Symbols and Group Names Using Laboratory TestsA Group B
Group Name
Symbol
COARSE - GRAINED SOILS Gravels Clean Gravels Cu ≥ 4 and 1 ≤ Cc ≤ 3E GW Well - graded gravelF
C E
More than 50 % retained More than 50 % of coarse Less than 5 % fines Cu < 4 and/or 1 > Cc > 3 GP Poorly graded gravelF
on No. 200 sieve fraction retained on No. 4 sieve Gravels with fines Fines classify as ML or MH GM Silty gravelF, G, H
C
More than 12 % fines Fines classify as CL or CH GC Clayey gravelF, G, H
E I
Sands Clean Sands Cu ≥ 6 and 1 ≤ Cc ≤ 3 SW Well - graded sand
D
50 % or more of coarse Less than 5 % fines Cu < 6 and/or 1 > Cc > 3E SP Poorly graded sand
I

G, H, I
fraction passes No. 4 sieve Sands with fines Fines classify as ML or MH SM Silty sand
More than 12 % finesD Fines classify as CL or CH SC Clayey sandG, H, I
J
FINE - GRAINED SOILS Silts and Clays Inorganic PI > 7 and plots on or above "A" line CL Lean clayK, L, M
J
50 % or more passes Liquid limit less than 50 PI < 4 or plots below "A" line ML SiltK, L, M
the No. 200 sieve Organic Liquid limit - oven dried Organic clayK, L, M, N
< 0.75 OL K, L, M, O
Liquid limit - not dried Organic silt
Inorganic PI plots on or above "A" line K, L, M
Silts and Clays CH Fat clay
Liquid limit 50 or more PI plots below "A" line MH Elastic siltK, L, M
Organic Liquid limit - oven dried Organic clayK, L, M, P
< 0.75 OH
Liquid limit - not dried Organic siltK, L, M, Q
HIGHLY ORGANIC SOILS Primarily organic matter, dark in color, and organic odor PT Peat
A
Based on the material passing the 3-in. (75-mm) sieve E ( D30 )2 M
If soil contains ≥ 30 % plus No. 200,
B
Cu = D60/D10 Cc =
If field sample contained cobbles or boulders, or both D10 X D60 predominantly gravel, add "gravelly" to group
add "with cobbles or boulders, or both" to group name F name.
N
If soil contains ≥ 15 % sand, add "with sand" to group name PI ≥ 4 and plots on or above "A" line.
C G O
Gravels with 5 to 12 % fines require dual symbols: If fines classify as CL-ML, use dual symbol PI < 4 or plots below "A" line.
P
GW - GM well - graded gravel with silt GC - GM or SC - SM PI plots on or above "A" line.
H Q
GW - GC well - graded gravel with clay If fines are organic, add "with organic fines" to group name PI plots below "A" line.
I
GP - GM poorly graded gravel with silt If soil contains ≥ 15 % gravel, add "with gravel" to group name
J
GP - GC poorly graded gravel with clay If Atterberg limits plot in hatched area, soil is a
D
Sands with 5 to 12 % fines require dual symbols: CL - ML, silty clay.
K
SW - SM well - graded sand with silt If soil contains 15 to 29 % plus No. 200, add "with sand"
SW - SC well - graded sand with clay or "with gravel," whichever is predominant.
L
SP - SM poorly graded sand with silt If soil contains ≥ 30 % plus No. 200, predominantly sand,
SP - SC poorly graded sand with clay add "sandy" to group name.

Drawing Title : Project Title :

Geotechnical Investigation for JAZAN REFINERY Geotechnical File No. 2017/133 Figure No. A - 12
EMERGENCY DIESEL GENERATOR Project
CLASSIFICATION OF SOILS FOR
ENGINEERING PURPOSES (ASTM D-2487) Client / Owner :
 ADDITIONAL DESCRIPTIVE TERMS BASED ON ORIGIN OF CONSTITUENT PARTICLES TERMS RELATED TO CARBONATE CLASSIFICATION:

COMPRESSIVE
APPROXIMATE
UNCONFINED
INDURATION
DEGREE OF

STRENGTH
BIOCLASTIC OOLITE SHELL CORAL ALGAL PISOLITES
NOT DISCERNIBLE
(Organic) (Inorganic) (Organic) (Organic) (Organic) (Inorganic) Algal : Composed of the remains of calcareous
INCREASING GRAIN SIZE OF PARTICULATE DEPOSITS secreting algae.

0.002 mm. 0.075 mm. 4.75 mm. 75 mm. Authigenic : Formed in place by chemical or
biochemical action.
Carbonate Carbonate Carbonate Bioclastic : Consisting of fragmental remains of organism.
( <30 to >300 kPa )

TOTAL CARBONATE CONTENT % ( Constituent particles plus matrix )

Very soft to hard

CLAY SILT ( 1 ) SAND (1) Coral : Calcareous skeleton of corator group of corals.
Non Indurated

Mixed Carbonate and Non Detrital : Derived of pre - existing rock fragments.
50 %
Carbonate GRAVEL ( 2 ) Oolitic : Made up of ooliths ( 0.25 to 2 mm. spherical
Calcareous Calcareous Calcareous particles, usually carbonate ).
CLAY ( 3 ) SILT (1) SAND (1) Pisolitic : Made up of pisolith ( 2 to 10 mm. round particles
usually carbonate ).
12 %
Shell : The generally hard rigid covering of an animal
CLAY SILT Silica SAND GRAVEL
commonly calcareous.
Siliceous : Containing abundant quartz or silica, generally
( 0.3 to 12.5 Mpa )

CALCILUTITE CALCISILTITE CALCARENITE CALCIRUDITE

moderately weak

cryptocrystalline.
50 %
Indutated

Hard to
slightly

Calcareous Calcareous Calcareous

Calcareous CONGLOMERATE
CLAYSTONE SILTSTONE SANDSTONE Notes :
(1) Non - carbonate constituents are likely to be siliceous
12 %
apart from local concentrations of minerals
CLAYSTONE SILTSTONE SANDSTONE CONGLOMERATE or BRECCIA
such as feldspar & mixed heavy minerals.
(2) In description, the rough proportions of carbonate
Fine - grained
Fine - grained Detrital and non - carbonate constituents should be quoted
clayey Conglomeritic LIMESTONE ( 2 )
( 12.5 to 100 Mpa )

LIMESTONE LIMESTONE & detail of both the particle minerals & matrix
strong to strong

LIMESTONE
Moderately

minerals should be included.

Moderately
Indurated

50 %
(3) Calcareous is suggested as a general term to indicate
Calcareous Calcareous Calcareous the presence of unidentified carbonates. When mineral
Calcareous CONGLOMERATE
CLAYSTONE SILTSTONE SANDSTONE identification is possible, calcareous referring to
calcite or alternative adjective such as dolomitic,
12 %
oragonitic, sideritic, etc. should be use.
CLAYSTONE SILTSTONE SANDSTONE CONGLOMERATE or BRECCIA

Drawing Title : Project Title :

Geotechnical Investigation for JAZAN REFINERY Figure No. A - 13
Geotechnical File No. 2017/133
EMERGENCY DIESEL GENERATOR Project
CLARK & WALKER CARBONATE SEDIMENT
CLASSIFICATION SYSTEM Client / Owner :
 SUMMARY OF LABORATORY TEST RESULTS
Geotechnical Investigation for JAZAN REFINERY EMERGENCY DIESEL GENERATOR Project

NATURAL PHYSICAL PROPERTIES GEOTECHNICAL PROPERTIES CHEMICAL ANALYSIS

Moisture Dry Unit Specific Atterberg Limits Direct Unconfined Point Load Compaction
Sieve Analysis
BH Sample Content Weight Gravity U.S.C. Shear Test Compressive Max. Dry Optimum
Depth % Passing LL PI GROUP c Ø Strength Unit Wt. Moisture pH SO42- Cl1- CO32- Mg2+ Remarks
(M.D.D.) Content
3 2 2
m % kN/m #4 # 40 # 200 % % Kg/cm Deg N/mm kN g/cc % % % % %

BH - 01 0.75 10.3 100 91 51 23 02 ML 7.4 0.369 0.308 2

3.00 9.1 2.69 100 83 44 22 02 SM

6.00 15.5 100 73 31 21 02 SM

9.00 13.1 100 70 30 21 03 SM -- 32

12.00 22.6 100 92 38 25 04 SC-SM

15.00 20.6 96 70 57 26 05 CL-ML

18.00 17.9 100 49 07 NP SP-SM

BH - 02 0.75 11.7 100 91 35 21 02 SM 7.3 0.249 0.340 2

3.00 13.0 100 95 43 20 02 SM

6.00 10.2 100 93 35 21 02 SM

9.00 13.1 100 78 31 NP SM

12.00 24.8 100 96 52 26 03 ML

15.00 23.7 86 75 59 25 03 ML

18.00 18.1 100 76 28 NP SM

20.00 21.0 100 79 36 23 03 SM

Site Location: Jazan Refinery Emergency Diesel Generator, Jazan - Saudi Arabia Geotechnical File No. 2017/133 Figure No. B - 1
OEO - GF - 02, Rev. 00
NP - Non Plastic
 SUMMARY OF LABORATORY TEST RESULTS
Geotechnical Investigation for JAZAN REFINERY EMERGENCY DIESEL GENERATOR Project

NATURAL PHYSICAL PROPERTIES GEOTECHNICAL PROPERTIES CHEMICAL ANALYSIS

Moisture Dry Unit Specific Atterberg Limits Direct Unconfined Point Load Compaction
Sieve Analysis
BH Sample Content Weight Gravity U.S.C. Shear Test Compressive Max. Dry Optimum
Depth % Passing LL PI GROUP c Ø Strength Unit Wt. Moisture pH SO42- Cl1- CO32- Mg2+ Remarks
(M.D.D.) Content
3 2 2
m % kN/m #4 # 40 # 200 % % Kg/cm Deg N/mm kN g/cc % % % % %

BH - 03 1.50 11.1 100 75 44 21 03 SM 7.3 0.151 0.213 2

3.75 16.9 100 84 53 20 02 ML

7.50 16.8 100 86 66 26 06 CL-ML

10.50 12.7 100 49 19 NP SM

13.50 25.1 100 80 58 30 09 CL

16.50 19.2 100 36 16 NP SM

BH - 04 0.75 16.2 100 89 45 24 03 SM 7.3 0.105 0.383 2

3.75 11.6 2.68 100 86 47 22 02 SM

6.00 24.2 2.68 100 95 73 26 05 CL-ML

6.50 21.4 2.69 100 97 65 24 04 CL-ML 0.081 U-1

9.00 10.0 100 57 26 NP SM -- 32

12.50 20.3 2.69 100 72 49 24 05 SC-SM U-2

13.50 24.2 2.69 100 83 57 26 03 ML

15.00 16.4 63 47 30 20 02 GM

18.00 22.5 97 78 47 25 04 SC-SM

Site Location: Jazan Refinery Emergency Diesel Generator, Jazan - Saudi Arabia Geotechnical File No. 2017/133 Figure No. B - 2
OEO - GF - 02, Rev. 00
NP - Non Plastic
 SUMMARY OF LABORATORY TEST RESULTS
Geotechnical Investigation for JAZAN REFINERY EMERGENCY DIESEL GENERATOR Project

NATURAL PHYSICAL PROPERTIES GEOTECHNICAL PROPERTIES CHEMICAL ANALYSIS

Moisture Dry Unit Specific Atterberg Limits Direct Unconfined Point Load Compaction
Sieve Analysis
BH Sample Content Weight Gravity U.S.C. Shear Test Compressive Max. Dry Optimum
Depth % Passing LL PI GROUP c Ø Strength Unit Wt. Moisture pH SO42- Cl1- CO32- Mg2+ Remarks
(M.D.D.) Content
m % kN/m3 #4 # 40 # 200 % % Kg/cm2 Deg N/mm
2
kN g/cc % % % % %

BH - 05 0.75 12.8 95 81 35 21 02 SM

2.25 12.1 100 77 46 23 03 SM

3.75 11.3 100 91 27 23 02 SM

6.00 27.2 100 95 74 30 04 ML

10.50 15.9 100 48 24 NP SM

15.00 23.7 98 87 40 26 03 SM

16.50 25.1 100 91 49 27 03 SM

BH - 06 1.50 7.3 100 80 35 23 03 SM 7.3 0.351 0.191 2

3.00 11.0 100 85 49 20 02 SM

6.00 16.3 100 94 43 24 04 SC-SM

7.50 18.7 100 91 46 24 05 SC-SM

12.00 21.4 93 87 49 24 04 SC-SM

16.50 23.8 100 93 54 26 05 CL-ML

19.50 15.0 100 51 20 NP SM

Site Location: Jazan Refinery Emergency Diesel Generator, Jazan - Saudi Arabia Geotechnical File No. 2017/133 Figure No. B - 3
OEO - GF - 02, Rev. 00
NP - Non Plastic
 SUMMARY OF LABORATORY TEST RESULTS
Geotechnical Investigation for JAZAN REFINERY EMERGENCY DIESEL GENERATOR Project

NATURAL PHYSICAL PROPERTIES GEOTECHNICAL PROPERTIES CHEMICAL ANALYSIS

Moisture Dry Unit Specific Atterberg Limits Direct Unconfined Point Load Compaction
Sieve Analysis
BH Sample Content Weight Gravity U.S.C. Shear Test Compressive Max. Dry Optimum
Depth % Passing LL PI GROUP c Ø Strength Unit Wt. Moisture pH SO42- Cl1- CO32- Mg2+ Remarks
(M.D.D.) Content
3 2 2
m % kN/m #4 # 40 # 200 % % Kg/cm Deg N/mm kN g/cc % % % % %

BH - 07 0.75 10.5 100 92 55 22 03 ML 7.3 0.242 0.244 2

3.75 7.9 100 91 41 20 02 SM

6.00 19.0 2.68 100 95 52 25 05 CL-ML

9.00 9.4 100 69 30 NP SM

12.00 20.8 100 87 46 23 03 SM

15.00 21.3 100 85 65 25 04 CL-ML

18.00 20.4 100 70 16 NP SM

BH - 08 1.50 8.8 100 92 34 24 03 SM

3.00 15.2 100 95 55 27 06 CL-ML

6.00 24.1 100 96 63 26 05 CL-ML

10.50 7.6 51 19 12 NP GP-GM

15.00 22.4 100 90 64 27 07 CL-ML

16.50 21.0 96 81 56 27 06 CL-ML

19.50 19.4 100 40 08 NP SP-SM

Site Location: Jazan Refinery Emergency Diesel Generator, Jazan - Saudi Arabia Geotechnical File No. 2017/133 Figure No. B - 4
OEO - GF - 02, Rev. 00
NP - Non Plastic
 SUMMARY OF LABORATORY TEST RESULTS
Geotechnical Investigation for JAZAN REFINERY EMERGENCY DIESEL GENERATOR Project

NATURAL PHYSICAL PROPERTIES GEOTECHNICAL PROPERTIES CHEMICAL ANALYSIS

Moisture Dry Unit Specific Atterberg Limits Direct Unconfined Point Load Compaction
Sieve Analysis
BH Sample Content Weight Gravity U.S.C. Shear Test Compressive Max. Dry Optimum
Depth % Passing LL PI GROUP c Ø Strength Unit Wt. Moisture pH SO42- Cl1- CO32- Mg2+ Remarks
(M.D.D.) Content
3 2 2
m % kN/m #4 # 40 # 200 % % Kg/cm Deg N/mm kN g/cc % % % % %

BH - 09 0.75 16.1 100 92 63 25 05 CL-ML 7.4 0.206 0.298 2

2.25 15.2 100 96 48 23 03 SM

4.50 13.7 100 92 35 23 03 SM

9.00 18.0 100 73 26 NP SM

12.00 23.2 100 96 49 27 03 SM

15.00 18.0 89 73 51 27 07 CL-ML

19.50 20.3 100 41 14 NP SM

BH - 10 0.75 13.4 100 95 57 26 03 ML 7.5 0.378 0.457 2

3.00 11.8 2.69 100 86 48 21 03 SM

7.50 21.8 100 94 74 27 07 CL-ML

10.50 17.9 100 74 46 24 04 SC-SM

13.50 20.3 100 87 44 25 03 SM

16.50 22.3 95 84 50 28 03 ML

19.50 21.2 100 79 32 24 04 SC-SM

Site Location: Jazan Refinery Emergency Diesel Generator, Jazan - Saudi Arabia Geotechnical File No. 2017/133 Figure No. B - 5
OEO - GF - 02, Rev. 00
NP - Non Plastic
 TESTED PARAMETERS
Borehole # Cl- REMARKS
SO4 TDS
pH
(ppm) (ppm) (ppm)

BH - 01 7.5 2373 14535 27800

BH - 02 7.5 2370 14535 27800

BH - 05 7.5 2365 14535 27820

BH - 07 7.5 2363 14535 27790

BH - 10 7.5 2375 14535 27810

Project Title : Drawing Title :

Geotechnical Investigation for JAZAN REFINERY

EMERGENCY DIESEL GENERATOR Project
SUMMARY OF CHEMICAL
Client / Owner :
TEST OF WATER SAMPLES

Geotechnical File No. 2017/133 Figure No. B - 5(a)

 GRAVEL SAND
SILT OR CLAY
coarse fine coarse medium fine

U.S. SIEVE OPENING IN INCHES U.S. SIEVE NUMBERS HYDROMETER

3" 2" 11/2" 1" 3/4" 3/8" #4 #10 #20 #40 #60 #140 #200
100

90

80
Percent Finer by Weight

70

60

50

40

30

20

10

0
100 10 1 0.1 0.01 0.001

Grain Size in Millimeters

Borehole Depth % Passing Atterberg Limit

Symbol U.S.C. Group
No. (m) #4 # 40 # 200 LL (%) PI (%)

BH - 01 0.75 100.00 91.25 51.49 23 02 ML

BH - 01 3.00 100.00 83.46 44.09 22 02 SM

BH - 01 6.00 100.00 73.09 30.87 21 02 SM

BH - 01 9.00 100.00 70.29 29.90 21 03 SM

Borehole No. BH - 01 Date Sampled : January 2018 Drawing Title :

Location: Jazan Refinery Emergency Sampled By : Shamsher

Diesel Generator Project, Dated Tested : January 2018
Jazan, Saudi Arabia Tested By : Shoaib

Project Title : Client / Owner :

Geotechnical Investigation for
JAZAN REFINERY EMERGENCY Geotechnical File No. 2017/133
DIESEL GENERATOR Project
Figure No. B - 6
OEO - GF - 03, Rev. 00
 GRAVEL SAND
SILT OR CLAY
coarse fine coarse medium fine

U.S. SIEVE OPENING IN INCHES U.S. SIEVE NUMBERS HYDROMETER

3" 2" 11/2" 1" 3/4" 3/8" #4 #10 #20 #40 #60 #140 #200
100

90

80
Percent Finer by Weight

70

60

50

40

30

20

10

0
100 10 1 0.1 0.01 0.001

Grain Size in Millimeters

Borehole Depth % Passing Atterberg Limit

Symbol U.S.C. Group
No. (m) #4 # 40 # 200 LL (%) PI (%)

BH - 01 12.00 100.00 92.00 37.92 25 ;04 SC-SM

BH - 01 15.00 96.37 70.07 57.37 26 05 CL-ML

BH - 01 18.00 100.00 48.62 6.90 N P SP-SM

Borehole No. BH - 01 Date Sampled : January 2018 Drawing Title :

Location: Jazan Refinery Emergency Sampled By : Shamsher

Diesel Generator Project, Dated Tested : January 2018
Jazan, Saudi Arabia Tested By : Shoaib

Project Title : Client / Owner :

Geotechnical Investigation for
JAZAN REFINERY EMERGENCY Geotechnical File No. 2017/133
DIESEL GENERATOR Project
Figure No. B - 6(a)
OEO - GF - 03, Rev. 00
 GRAVEL SAND
SILT OR CLAY
coarse fine coarse medium fine

U.S. SIEVE OPENING IN INCHES U.S. SIEVE NUMBERS HYDROMETER

3" 2" 11/2" 1" 3/4" 3/8" #4 #10 #20 #40 #60 #140 #200
100

90

80
Percent Finer by Weight

70

60

50

40

30

20

10

0
100 10 1 0.1 0.01 0.001

Grain Size in Millimeters

Borehole Depth % Passing Atterberg Limit

Symbol U.S.C. Group
No. (m) #4 # 40 # 200 LL (%) PI (%)

BH - 02 0.75 100.00 90.51 35.18 21 02 SM

BH - 02 3.00 100.00 95.03 43.27 20 02 SM

BH - 02 6.00 100.00 92.95 34.69 21 02 SM

BH - 02 9.00 100.00 78.01 30.71 N P SM

Borehole No. BH - 02 Date Sampled : January 2018 Drawing Title :

Location: Jazan Refinery Emergency Sampled By : Shamsher

Diesel Generator Project, Dated Tested : January 2018
Jazan, Saudi Arabia Tested By : Shoaib

Project Title : Client / Owner :

Geotechnical Investigation for
JAZAN REFINERY EMERGENCY Geotechnical File No. 2017/133
DIESEL GENERATOR Project
Figure No. B - 7
OEO - GF - 03, Rev. 00
 GRAVEL SAND
SILT OR CLAY
coarse fine coarse medium fine

U.S. SIEVE OPENING IN INCHES U.S. SIEVE NUMBERS HYDROMETER

3" 2" 11/2" 1" 3/4" 3/8" #4 #10 #20 #40 #60 #140 #200
100

90

80
Percent Finer by Weight

70

60

50

40

30

20

10

0
100 10 1 0.1 0.01 0.001

Grain Size in Millimeters

Borehole Depth % Passing Atterberg Limit

Symbol U.S.C. Group
No. (m) #4 # 40 # 200 LL (%) PI (%)

BH - 02 12.00 100.00 95.62 51.82 26 03 ML

BH - 02 15.00 86.01 74.90 59.26 25 03 ML

BH - 02 18.00 100.00 76.19 27.62 N P SM

BH - 02 20.00 100.00 78.81 36.03 23 03 SM

Borehole No. BH - 02 Date Sampled : January 2018 Drawing Title :

Location: Jazan Refinery Emergency Sampled By : Shamsher

Diesel Generator Project, Dated Tested : January 2018
Jazan, Saudi Arabia Tested By : Shoaib

Project Title : Client / Owner :

Geotechnical Investigation for
JAZAN REFINERY EMERGENCY Geotechnical File No. 2017/133
DIESEL GENERATOR Project
Figure No. B - 7(a)
OEO - GF - 03, Rev. 00
 GRAVEL SAND
SILT OR CLAY
coarse fine coarse medium fine

U.S. SIEVE OPENING IN INCHES U.S. SIEVE NUMBERS HYDROMETER

3" 2" 11/2" 1" 3/4" 3/8" #4 #10 #20 #40 #60 #140 #200
100

90

80
Percent Finer by Weight

70

60

50

40

30

20

10

0
100 10 1 0.1 0.01 0.001

Grain Size in Millimeters

Borehole Depth % Passing Atterberg Limit

Symbol U.S.C. Group
No. (m) #4 # 40 # 200 LL (%) PI (%)

BH - 03 1.50 100.00 74.52 44.23 21 03 SM

BH - 03 3.75 100.00 83.74 52.71 20 02 ML

BH - 03 7.50 100.00 85.94 65.63 26 06 CL-ML

BH - 03 10.50 100.00 49.41 19.22 N P SM

BH - 03 13.50 100.00 80.37 57.99 30 09 CL

BH - 03 16.50 100.00 36.02 16.15 N P SM

Borehole No. BH - 03 Date Sampled : January 2018 Drawing Title :

Location: Jazan Refinery Emergency Sampled By : Shamsher

Diesel Generator Project, Dated Tested : January 2018
Jazan, Saudi Arabia Tested By : Shoaib

Project Title : Client / Owner :

Geotechnical Investigation for
JAZAN REFINERY EMERGENCY Geotechnical File No. 2017/133
DIESEL GENERATOR Project
Figure No. B - 8
OEO - GF - 03, Rev. 00